Collapse preparation body for embankment and riverway embankment protection structure for old embankment transformation

Abstract

The utility model relates to a collapse preparation body for a dike and a riverway dike protection structure for old dike transformation, and the riverway dike protection structure is provided with an underground scour prevention wall structure, the collapse preparation body positioned underground at the front side of the underground scour prevention wall structure, and a cantilever retaining wall positioned above the underground scour prevention wall structure, the collapse preparing body is formed by regularly stacking a plurality of collapse preparing body single bodies, the underground anti-impact wall structure is provided with two main wall bodies, the main wall bodies are underground continuous walls, the two main wall bodies are parallel to each other, a plurality of tie walls are distributed between the two main wall bodies, and a unified top beam is arranged at the top of the underground anti-impact wall structure. By constructing the combined riverway embankment protection structure, the embankment effect can be effectively improved.

Description

TECHNICAL FIELD

[0001] The utility model relates to a body for embankment and river embankment protection structure for old embankment reconstruction. BACKGROUND

[0002] The existing embankment structure includes soil embankment, stone embankment, concrete embankment and reinforced concrete embankment and various forms. Among them, the soil embankment is mainly formed by layered filling and compaction of soil material, is a relatively traditional and widely used embankment form, is convenient to obtain materials, can utilize the soil material such as clay and sandy soil near the site; the construction is relatively simple, but the anti-scouring capacity is relatively weak, and generally needs to take protective measures on the water slope surface, such as laying geotextile, masonry and the like. The stone embankment is built by block stone or strip stone. It has good anti-scouring capacity and stability, and is often used in the river section with fast water flow and strong scouring effect; but the cost of exploitation, transportation and masonry of stone is relatively high, and the construction progress can be relatively slow. The concrete embankment is formed by pouring concrete, and can be integrally poured or connected by precast concrete blocks. It has high strength, good anti-scouring and anti-seepage performance, and can effectively resist flood impact; but the cost is relatively high, and the concrete construction has high requirements for formwork, equipment and the like, and the construction process is relatively complex. The reinforced concrete embankment is configured with steel bars on the basis of the concrete embankment to form a reinforced concrete structure. It has higher strength and bearing capacity, and can adapt to larger load and more complex stress conditions, such as when the traffic road or large flood control equipment is built on the embankment top; but the cost is also higher, and the construction difficulty is greater, and the aspects such as binding of steel bars and pouring and vibrating of concrete need to be considered. These embankment structures all play effective embankment effects within their respective adaptation ranges, however, these embankment structures all have certain limitations, and a more solid and reliable embankment structure needs to be developed. On the other hand, the underground continuous wall has good anti-seepage, soil retaining and foundation stability effects, and is applied in the embankment structure. At present, the underground continuous wall is mostly in the form of a straight line or L shape, and there is no intersection of multiple wall bodies in the wall body. However, especially for part of the river, the anti-scouring effect of the straight line or L-shaped underground continuous wall still has certain limits. CONTENT OF THE UTILITY MODEL

[0003] The utility model aims at constructing a combined river embankment protection structure, which can be used for old embankment reconstruction and improve the embankment effect.

[0004] The technical scheme of the utility model is: a body for embankment is formed by regularly stacking a plurality of body monomers, and the body monomer is a precast concrete block.

[0005] Preferably, the body monomer is in the form of a conical rectangular platform or a non-conical rectangular platform with two opposite sides being vertical planes (planes perpendicular to the bottom surface), and the adjacent surfaces of adjacent body monomers are attached together.

[0006] Preferably, the prepared collapse body monomer is provided with through holes penetrating front and back, through holes penetrating up and down, and through holes penetrating left and right, and each prepared collapse body monomer is tied together by a rope passing through the through holes on the prepared collapse body

[0007] The river embankment protection structure for old embankment reconstruction is provided with an underground anti-scouring wall structure, the front side (river side, or water side) of the underground anti-scouring wall structure is provided with a prepared collapse body, and the prepared collapse body adopts any one of the prepared collapse bodies for embankment disclosed in the utility model.

[0008] Preferably, the underground anti-scouring wall structure is provided with main wall bodies, the main wall bodies are underground continuous walls, the number of the main wall bodies is two, the two main wall bodies are parallel to each other, and a plurality of tie walls are distributed between the two main wall bodies.

[0009] Preferably, the steel reinforcement cages in the main wall bodies 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 body and a row-inserted steel reinforcement cage located in the tie wall, the row-inserted steel reinforcement cages of the two T-shaped steel reinforcement cages located in the same tie wall are connected through row-inserted joints to jointly form the steel reinforcement in the tie wall, the row-inserted joint includes an I-shaped steel, the I-shaped steel is vertically arranged, the two flange plates (or flange plates) of the I-shaped steel are parallel to the wall surface of the tie wall, one steel mesh sheet is arranged on each of the two sides of the flange plate in the transverse direction, the steel mesh sheet extends out from the corresponding side of the flange plate in the transverse direction and is lapped on the outside of the row-inserted steel reinforcement cage of the corresponding T-shaped steel reinforcement cage, the row-inserted steel reinforcement cage of the T-shaped steel reinforcement cage is provided with an insertion part, and the insertion part is inserted between the two flange plates of the I-shaped steel of the corresponding row-inserted joint and the two steel mesh sheets extending from the two flange plates, respectively.

[0010] Preferably, the top of the two main wall bodies is provided with a unified crown beam, and the bottom of the two sides of the crown beam is respectively fixed to the top surface of the corresponding main wall body on each side.

[0011] Preferably, the upper end of the longitudinal reinforcement of the main wall body extends out of the crown beam and is fixed in the concrete of the crown beam, and during construction, the longitudinal reinforcement of the main wall body can be configured and arranged according to this requirement.

[0012] The underground continuous wall is a reinforced concrete structure.

[0013] At least a part of the tie wall is a reinforced concrete structure, and the tie wall can be provided with or not provided with a plain concrete structure.

[0014] The tie wall is perpendicular to the two main wall bodies (the part of the main wall body connected with the tie wall) connected with the tie wall.

[0015] Furthermore, the steel mesh is provided with several horizontal bars (transverse bars) distributed vertically, and may or may not be provided with longitudinal bars (longitudinal / vertical bars) that intersect and connect with the horizontal bars to form a mesh structure. In the case where longitudinal bars that intersect and connect with the horizontal bars to form a mesh structure are not provided, one or more vertical (longitudinal) or diagonal (not parallel to the transverse and longitudinal) bars can be provided to fix and connect the horizontal bars into a whole to facilitate on-site operations.

[0016] Preferably, the inner ends of the steel mesh (e.g., the inner ends of each transverse bar) are welded to the outer surface of the corresponding wing plate.

[0017] 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 interlocking steel cage of the T-shaped steel cage.

[0018] Preferably, both flanges of the I-beam are provided with grout stop plates (or grout stop plates). The grout stop plates extend from at least one side (the lateral side) of the flange, or they can extend from both sides to facilitate on-site operations.

[0019] Typically, the grout-stopping plate can be rectangular and should have moderate flexibility to adhere to the trench wall under the pressure of injected concrete. For example, the grout-stopping plate can be a rectangular thin sheet of iron.

[0020] Furthermore, both the main steel cage and the insert steel cage of the T-shaped steel cage are rectangular cages to adapt to the wall (main wall or tie wall).

[0021] Preferably, the width of the insertion part of the rebar cage is smaller than the width of the main body of the rebar cage, and a transition section with gradually decreasing width is provided between the main body of the rebar cage and the insertion part.

[0022] Preferably, the ends of the main steel cage of the T-shaped steel cage (the two ends in the horizontal direction / the two ends in the length direction of the main wall) are respectively concave (concave through the entire facade of the end) and convex (convex through the entire facade of the end), which can be referred to as concave end or convex end, respectively.

[0023] Preferably, both the concave and convex facades are folded surfaces with the edges in the middle, and the angles are usually equal or similar to achieve a socket-type flexible connection at both ends of adjacent main steel cages.

[0024] Preferably, a cantilever retaining wall is provided on top of the underground erosion barrier structure, and the main body of the cantilever retaining wall is located above ground.

[0025] Preferably, the cantilever retaining wall is provided with a cantilever retaining wall foundation, and the top of the underground anti-erosion wall structure (e.g., the top surface of the capping beam, when the capping beam is provided) is in contact with the bottom surface of the cantilever retaining wall foundation, and the contact parts between the two are bonded together.

[0026] Furthermore, the cantilever retaining wall is a reinforced concrete structure.

[0027] Priority is given to the longitudinal reinforcement in the underground erosion barrier structure located directly below the cantilever retaining wall extending into the cantilever retaining wall.

[0028] The river embankment protection structure of this utility model can be constructed using the following construction methods: First, the underground anti-scour wall structure is constructed. After the underground anti-scour wall structure is poured, the sump and cantilever retaining wall are constructed. The earthwork can be excavated and the site prepared according to actual needs. A sump is set up in front of the underground anti-scour wall structure, and a cantilever retaining wall (including the cantilever retaining wall foundation, if provided) is set up on top of the underground anti-scour wall structure.

[0029] Preferably, in the construction of the underground anti-scouring wall structure, the main wall and the tie wall are trenched and poured together. During the trenching process, several T-shaped unit trench segments are divided. The trenches used for pouring the same tie wall belong to two opposite T-shaped trench segments, one of which is the first trench segment (the first trench segment in these two opposite T-shaped trench segments), and the other is the closed trench segment (the closed trench segment in these two opposite T-shaped trench segments). In the two opposite T-shaped trench segments involving the same tie wall, the first trench segment is excavated first. After the trenching is completed, the T-shaped steel cage and the plug-in joint are hoisted into the trench together. The plug-in part of the plug-in steel cage is inserted between the corresponding two side flanges (the flanges of the I-beam) and the two steel meshes extending from the two flanges respectively. The joint box is hoisted into the trench outside the plug-in joint (the side facing away from / away from the T-shaped steel cage). The joint box (the main body / plug-in part of the joint box) is inserted between the corresponding two side flanges (the flanges of the I-beam) and the two steel meshes extending from the two flanges respectively. Between the mesh panels, the inner end of the joint box (facing the web end of the I-beam towards the connector) rests against the web (or web plate) of the I-beam. The joint pipe is hoisted to the concave end side of the T-shaped steel cage to the main steel cage (in the groove outside the concave end). The inner side of the joint pipe is located in the concave section of the vertical surface of the main steel cage at that end. The groove outside the joint box (the gap between the outer end face of the joint box and the groove wall) is filled, and the groove outside the joint pipe (the gap between the outer side of the joint pipe and the groove wall) is filled. Concrete is then poured. After the first trench section is completed, the closed trench section is excavated. After the trench is completed, the joint box is pulled out, and the T-shaped steel cage is hoisted into the trench. The joint pipe is hoisted to the concave end side of the T-shaped steel cage to the main steel cage (in the groove on the concave end side). The inner side of the joint pipe (facing the main steel cage) is located in the concave section of the vertical surface of the main steel cage at that end. The groove outside the joint pipe is filled, and concrete is poured. After the construction of the two main walls is completed, the cap beam is poured.

[0030] Preferably, when the plug connector has a grout stop plate on only one side (the transverse side), that side is oriented towards the T-shaped steel cage of the first slotted section.

[0031] Before hoisting the T-shaped steel cage, if it involves connection to a completed section of the same main wall, pull out the joint pipe on the adjacent side of the completed section (if any).

[0032] The cleaning of the trench should be carried out according to actual needs.

[0033] Mud should be injected according to actual needs, and mud circulation and replenishment should be implemented.

[0034] Guide walls should be installed before trenching construction, based on actual needs.

[0035] The aforementioned combined dike system can be constructed based on the existing dike structure.

[0036] The beneficial effects of this utility model are as follows: Because the precast concrete blocks used for the slab retaining structure are low in cost, have good erosion resistance, and are heavy, they are conducive to automatically sinking after erosion occurs below, blocking severely eroded areas; the combination of cantilever retaining walls and double-row diaphragm walls, along with the slab retaining structure located in front of the diaphragm walls, constructs a combined embankment protection structure, significantly improving the embankment's effectiveness and ensuring its stability and reliability; the foundation of the cantilever retaining wall is located on the capping beam of the diaphragm wall, improving the stability of the cantilever and achieving a seamless connection between the cantilever and the diaphragm wall, eliminating weak points; the two diaphragm walls are firmly connected as one unit through the top capping beam and the middle tie wall, greatly improving the strength of the diaphragm wall; the slab retaining structure located in front of the diaphragm wall automatically sinks to fill / plug the erosion-caused voids after being eroded by floods, protecting the diaphragm wall and enhancing the embankment's erosion resistance; and the use of vertical I-beams as the main body of the connector, with sections on both flanges... The design incorporates steel mesh extending to both sides, allowing for connection between the T-shaped steel cages on both sides and the connectors via a socket joint. The steel mesh extending from the connector overlaps the outer side of the corresponding steel cage, meeting the lap length requirements of the main reinforcement and ensuring a reliable connection between the steel cage and the connector. Since at least one side of the connector has a grout-stopping plate on the outer side of the steel mesh, with the grout-stopping plate facing the steel cage in the first trench section, the injected concrete pushes the grout-stopping plate against the trench wall during pouring, blocking the corresponding flow channels of the concrete and effectively preventing flow around the concrete, thus ensuring construction quality. The use of T-shaped trench sections, with the connectors connecting two T-shaped steel cages in the middle of the tie wall, not only ensures the tie wall's connection and support to the main walls on both sides but also greatly facilitates trenching and pouring operations for the I-shaped diaphragm wall, improving construction efficiency and ensuring project quality. Furthermore, the longitudinal reinforcement on the main wall extends into the capping beam, strengthening the connection between the capping beam and the main wall and further enhancing stability. Attached Figure Description

[0037] Figure 1 This is a schematic diagram of the structure of the dike protection structure involved in this utility model;

[0038] Figure 2 This is a side view (cross-section) structural schematic diagram of the anti-collision wall structure involved in this utility model;

[0039] Figure 3 This is a schematic diagram of the unit trench segment division and construction sequence of the trench construction of the anti-erosion wall structure involved in this utility model;

[0040] Figure 4 This is a three-dimensional schematic diagram of the steel cage connection structure within the I-shaped unit of the anti-collision wall structure involved in this utility model.

[0041] Figure 5 This is a side view schematic diagram of the steel cage connection structure within the I-shaped unit of the anti-collision wall structure involved in this utility model;

[0042] Figure 6 This is a top view schematic diagram of the steel cage connection structure within the I-shaped unit of the anti-collision wall structure involved in this utility model;

[0043] Figure 7 This is a top view schematic diagram of the power strip connector involved in this utility model;

[0044] Figure 8 This is a top view schematic diagram of the T-shaped steel cage involved in this utility model;

[0045] Figure 9 This is a schematic diagram of the structure of a single collapse body according to this utility model;

[0046] Figure 10 This is a schematic diagram of the structure of a single-unit collapse body involved in this utility model.

[0047] The diagram identifies the following: 1. Embankment surface; 2. Embankment top; 11. Main wall; 12. Tie wall; 20. Connector; 22. I-beam waist plate; 23. I-beam wing plate; 25. Reinforcing mesh for overlapping on the connector; 27. Grout stopper; 28. Grout stopper fixing reinforcement; 30. T-shaped reinforcement cage; 31. Main reinforcement cage; 32. Truss; 33. Concave end; 35. Convex end; 36. Connector reinforcement cage; 37. Connecting part; 40. Crown beam; 50. Cantilever retaining wall; 51. Cantilever retaining wall foundation; 52. Drainage pipe; 60. Preparatory body; 61. Preparatory body unit; 65. Through hole on the preparatory body unit. Detailed Implementation

[0048] See Figures 1-10 An underground scour barrier structure (hereinafter referred to as underground scour barrier, or scour wall) is constructed primarily using diaphragm walls. This underground scour barrier structure is located at the toe of the dike. The ground surface (dike surface) covering the underground scour barrier structure can be an earthen or stone dike structure. A cantilever retaining wall 50 is a reinforced concrete structure. The cantilever retaining wall foundation 52 is built on the capping beam 40 of the underground scour barrier, and the contact points between the two are fixed together with cast-in-place concrete. The cantilever retaining wall (the wall of the retaining wall) can be positioned directly above the main wall on the dike side (rear side), allowing the longitudinal reinforcement of the main wall to extend into the cantilever retaining wall. During the reinforcement arrangement of the cantilever retaining wall foundation and the cantilever retaining wall itself, the longitudinal reinforcement of the main wall extending to the pouring area is tied to other reinforcement bars, serving as part of the corresponding wall reinforcement, thus improving the overall flood resistance. The cantilever retaining wall can extend to the top of the dike and coordinate with other structures on the top of the dike 2 (e.g., walkways, viewing platforms, roof protection structures, etc.).

[0049] The two main walls 11 of the erosion barrier are arranged parallel to each other (with equal spacing), and are connected into a single unit by a capping beam 40 and several tie walls 12, forming a robust underground erosion barrier structure. The main walls and tie walls, viewed from above, can be considered as being composed of several I-shaped units (see...). Figure 3 The tie walls are connected sequentially. In the straight extension area, the distance between the two main walls remains equal. At least part (the vertical section) of the tie wall (or tie plate, or partition wall) is a reinforced concrete structure with internal steel bars. The vertical dimension of the tie wall can be significantly smaller than that 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 integrated with the corresponding main wall. For example, in one instance, the tie wall is a reinforced concrete structure at 11.5m-14.5m above the ground, and the rest is a plain concrete structure.

[0050] The two main walls are topped with uniform capping beams, which connect to the tie walls to form an integral frame structure. Even when floodwaters erode the soil in front, the erosion barrier structure remains stable. In one example, the erosion barrier is 0.8m wide, 23m high, and has an embedment depth of 11m. Through the combined action of the underground erosion barrier structure and the existing protective structure, the overall stability and erosion resistance of the flood control dike are ensured without affecting the river's flood discharge capacity. During floods, it can more effectively resist localized erosion in front of the erosion barrier structure (on the river side), ensuring dike safety. In one example, it meets the design standard for a 10,000-year flood event.

[0051] The underground erosion control wall structure can be constructed using the following methods, and the construction method for the cantilever retaining wall (including its foundation) can be based on existing technology:

[0052] 1) Fabrication of reinforcing cage and connector

[0053] T-shaped steel cages 30 are used, and socket-type plug joints 20 are set to connect the two T-shaped steel cages.

[0054] Due to site and geological conditions, it is often difficult to construct I-shaped trenches and hoist I-shaped steel cages on site. Instead, the trench of an I-shaped wall unit is divided into two T-shaped trenches. Correspondingly, the steel cages are also set in T-shapes. First, one T-shaped trench is constructed (which can be called the initial trenching section), and then the other T-shaped trench is constructed (which can be called the closed trenching section). The steel cages of the two T-shaped steel cages are connected by a connector 20 to form the required I-shape.

[0055] In the T-shaped steel cage 30, the part located in the main wall is equivalent to a large rectangular steel cage, which can be called the main steel cage 31, and the part located in the tie wall (half tie wall) is equivalent to a small rectangular steel cage, which can be called the insert steel cage 36. The end of the insert steel cage (the outer end in the horizontal direction) can be called the insert end (the insert end of the T-shaped steel cage). The main steel cage and the insert steel cage in the T-shaped steel cage are manufactured as a single unit. The main reinforcement bars in the insert steel cage that are perpendicular to the main steel cage (main wall) extend into the main steel cage (up to the outer steel mesh of the main steel cage) and are connected to the main reinforcement bars in the main steel cage (e.g., by welding).

[0056] The plug ends of the two T-shaped steel cages connected to form an I-beam are respectively inserted into the corresponding side sockets of the plug joint (between the two flanges of the corresponding side of the I-beam and the steel mesh on the outer side of the two flanges). The plug joint is an I-beam (or H-beam) plug joint, which is equipped with an I-beam. Both sides of the two flanges 23 of the I-beam are welded with rectangular steel mesh 25 for overlapping with the plug steel cage of the corresponding T-shaped steel cage. After the plug end is inserted into the plug joint, the two steel meshes on the corresponding side of the plug joint overlap on both sides of the plug steel cage.

[0057] i) Fabrication of T-shaped steel cages

[0058] Under the current technological background, the main reinforcement bars of the T-shaped steel cage can be connected mechanically. The spacing between the main reinforcement bars should be greater than 1000mm, and the number of joints in the same connection zone should not exceed 50% of the total. During the fabrication of the steel cage, the longitudinal and transverse reinforcement bars are connected by electric welding. A truss 32 is set inside the steel cage, and the truss bars are single-sided welded with a length of not less than 10d. The joint positions should be staggered, and the percentage of welded joints in the same connection zone should not exceed 50%. The intersections of the longitudinal and transverse truss bars need to be spot welded, and all intersections within 0.5m around the steel cage need to be spot welded. The lap misalignment and joint inspection should meet the requirements of the reinforced concrete code. The reinforcement bars should be straight, the surface should be clean and free of oil stains, 50% of the internal intersections should be spot welded, and 100% of the steel cage truss and the lifting points of the steel cage need to be spot welded within 1m above and below. This construction can well ensure the overall flatness of the steel cage without affecting the lifting.

[0059] The width of the main steel cage and the insert steel cage of the T-shaped steel cage is designed according to the width requirements of the main wall and the tie wall. The insertion part (the part near the insertion end) 37 of the insert steel cage is used to insert into the socket of the insert joint (the space between the two flanges on the same side and the steel mesh / transverse steel bars on the two flanges). Its width is smaller than the width of the main part of the insert steel cage to adapt to the socket requirements. Two horizontal reverse bends can be set on the transverse bars to realize the width change between the main body of the insert steel cage and the insertion part.

[0060] The connection between the main steel reinforcement cages (the main steel reinforcement cages in the T-shaped steel reinforcement cages) in the main wall adopts a concave-convex flexible joint. One end of the main steel reinforcement cage is set to be concave, and the other end is set to be convex. During construction, a joint pipe is placed on the outside of the concave end 33 of the main steel reinforcement cage of the T-shaped steel reinforcement cage. The joint pipe is left to be pulled out after the adjacent trench section is grooved, so that the convex end 34 of the main steel reinforcement cage of the T-shaped steel reinforcement of the adjacent trench section can be inserted, realizing a flexible connection between the two main steel reinforcement cages through the convex-concave fit.

[0061] The net protective layer of the main reinforcement bars in the steel cage can be set to 70mm or other thicknesses specified in the code. A certain gap should also be left between the ends of the horizontal reinforcement bars and the joint box and concrete joint surface. To ensure the thickness of the protective layer, several steel pads are set on the horizontal reinforcement bars. The center-to-center spacing of the steel pads is 3m, and there are no less than 2 pads on each side of each row. The pads are made of 4mm thick flat steel. Other suitable methods can also be used to set the steel pads.

[0062] ii) Fabrication of I-beam socket joints

[0063] In the splice connector, the I-beams are installed vertically. Reinforcing meshes extending from both sides of the width (corresponding to the horizontal direction of the wall at the corresponding location) are welded to the outer surfaces of both flanges. These meshes are typically composed of several horizontal and vertical reinforcing bars connected together, or they can consist of horizontally distributed bars without vertically connected longitudinal bars 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 ease of operation. The reinforcing bars and their distribution on the mesh can be consistent with the reinforcing mesh on the splice connector cage (forming the large-area reinforcing mesh). The vertical position of the mesh on the splice connector corresponds to the vertical position of the splice connector cage in the T-shaped reinforcing cage to achieve the required lap joint. The length of the mesh (dimensions along the length of the wall) can be appropriately set according to the lap length requirements to meet the lap joint requirements. In one example, the mesh uses Ф25 steel bars, with a length of 870mm, a width (vertical dimension) of 660mm, and a height of 15.5m for the I-beams.

[0064] To prevent concrete from flowing around during pouring, a grout stop plate (or grout stop plate) 27 is installed on the spigot joint. For example, a thin sheet of iron, 0.2 mm thick and 1000 mm wide, is laid on the outside of the two flanges of the I-beam and the outer side of the reinforcing mesh. It is then compacted with a 10 mm diameter fixing steel bar (stressing bar) 28 and fixed to the outside of the flange of the I-beam. The upper and lower ends of the stressing bar can be welded to the flange.

[0065] In addition, a joint box is prepared to match the plug-in connector. For the first trench section, the joint box is suspended on the other side of the plug-in connector to resist the pressure of the concrete on the plug-in connector and ensure the stability of the plug-in connector during the pouring process. The joint box is a box-shaped (cylindrical) body adapted to the socket of the plug-in connector. When in use, it is inserted into the socket of the plug-in connector on the corresponding side (between the two flanges and the steel mesh connected to the two flanges). The inner end of the joint box abuts against the waist plate 22 of the I-beam. The outer side of the joint box (the side away from / away from the plug-in connector) of the steel plate is located outside the socket of the plug-in connector. Its width (the dimension in the width direction of the wall) is greater than the width of the main body of the joint box and is approximately equal to the width of the trench. After being hoisted into place, the gaps on the back side of the joint box (the gaps in the trench) are filled with sand and gravel to support the joint box and prevent it from moving or tilting.

[0066] After the closed slot is formed, the joint box is pulled out so that the plug end of the T-shaped steel cage of the closed slot can be inserted into the socket of the plug joint on that side.

[0067] Precautions for the fabrication and installation of reinforcing cages and connectors:

[0068] i) The steel cage is fabricated according to the reinforcement drawing of the diaphragm wall (e.g., erosion control wall) and the division of unit slots;

[0069] ii) The main reinforcement bars of the wall shall be connected by mechanical connection method in accordance with the "General Technical Specification for Mechanical Connection of Reinforcing Bars" (JGJ107-2016). The spacing between the main reinforcement bar joints shall be greater than 1000mm, and the number of joints in the same connection area shall not exceed 50% of the total number.

[0070] iii) Where the wall requires embedded parts, the elevation error of the embedded parts shall not exceed 10mm;

[0071] iv) The longitudinal main bars at the bottom of the steel cage should be bent inward to prevent the bars from scratching the trench wall during hoisting, but the degree of inward bending should not affect the insertion of the duct for pouring concrete.

[0072] v) When making the steel cage, the location of the duct used for pouring concrete should be determined in advance. Since this space needs to be connected vertically, it can be reinforced by adding stirrups and connecting bars around it as needed.

[0073] vi) To prevent the reinforcing bars from getting stuck in the conduit, the longitudinal main bars should be placed on the inside and the horizontal reinforcing bars on the outside.

[0074] vii) The net protective layer of the main reinforcement bars in the steel cage is 70mm. A certain gap should be left between the ends of the horizontal reinforcement bars and the joint box and concrete joint surface. To ensure the thickness of the protective layer, steel spacers are placed on the horizontal reinforcement bars. The center-to-center spacing of the steel spacers is 3m, and there are no less than 2 spacers per row per surface. The spacers are made of 4mm thick flat steel.

[0075] viii) For embedded parts (such as stress gauges, inclinometers, hydraulic gauges and other testing elements) in the wall, position them as required, take protective measures, and ensure the survival rate of each testing element.

[0076] ix) To prevent concrete from flowing around during the pouring process, a grout-stopping plate measure will be adopted, that is, a thin iron sheet with a thickness of 0.2 mm and a width of 1000 mm will be laid longitudinally on each side flange of the I-beam near the reinforcing bar, and then pressed and fixed to the I-beam with a 10 mm diameter reinforcing bar.

[0077] x) If the anti-collision wall requires embedded parts, the elevation error of the embedded parts shall not exceed 10mm.

[0078] xi) The longitudinal main bars at the bottom of the steel cage should be bent inward to prevent the steel bars from scratching the trench wall during hoisting, but the degree of inward bending should not affect the insertion of the duct for pouring concrete.

[0079] xii) When making the steel cage, the location of the duct used for pouring concrete should be determined in advance. Since this space needs to be connected vertically, stirrups and connecting bars need to be added around it for reinforcement.

[0080] xiii) To prevent the reinforcing bars from getting stuck in the conduit, the longitudinal main bars should be placed on the inside and the horizontal reinforcing bars on the outside.

[0081] xiv) The net protective layer of the main reinforcement bars in the steel cage is 70mm. A certain gap should be left between the ends of the horizontal reinforcement bars and the joint box and concrete joint surface. To ensure the thickness of the protective layer, steel spacers are placed on the horizontal reinforcement bars. The center-to-center spacing of the steel spacers is 3m, and there are no less than 2 spacers per row per surface. The spacers are made of 4mm thick flat steel.

[0082] xv) For embedded components such as stress gauges, inclinometers, hydraulic gauges and other test components in the anti-erosion wall, they shall be positioned as required, and relevant units shall be cooperated to do a good job in protection to ensure the survival rate of each test component.

[0083] (xvi) To prevent concrete from flowing around during the pouring process, a grout-stopping plate can be used. This involves laying a 0.2mm thick and 1000mm wide sheet of iron along the longitudinal direction of each side flange of the I-beam near the reinforcing bar, and then pressing and fixing it to the I-beam with a 10mm diameter reinforcing bar.

[0084] 2) Ground hardening and guide wall construction

[0085] Guide walls are an important measure for guiding trenching equipment, and their quality directly affects the axis and elevation of the scour barrier. Guide walls are also crucial for maintaining a stable mud level, stabilizing the upper soil, and preventing soil collapse.

[0086] The guide wall is constructed of cast-in-place reinforced concrete of C30 grade. The cross-section of each guide wall is an inverted L-shape. In one example, the guide wall thickness is 0.2m, the clear height is 1.7m, the clear spacing is 0.85m, and the reinforcement is a single-layer C12@200 steel mesh, with the reinforcing bars connected by lap splices.

[0087] The guide wall can be divided into sections and numbered: After the guide wall construction is completed, draw the section lines on the top surface of the guide wall and mark the unit section number with red paint; at the same time, measure the top elevation of each section of the wall and mark it on the construction drawing for future reference.

[0088] 3) Trenching construction

[0089] In order to determine the construction process and mud ratio and other process parameters of the erosion control wall in a targeted manner, the strata should be carefully studied when the construction of the erosion control wall begins. After the trench is formed, the verticality of the trench section, the thickness of the sediment, the stability of the trench wall and other construction parameters should be tested in detail. These data are used to adjust and guide the subsequent construction of the erosion control wall.

[0090] i) Mud preparation

[0091] Mud slurry is one of the most fundamental measures to ensure the stability of the trench wall of the anti-scouring wall. Depending on the geological conditions, bentonite mud slurry, which is composed of bentonite and water, can be used.

[0092] ii) Constructing a mud system

[0093] During use, the quality of the mud may deteriorate, requiring the addition of freshly prepared mud or additives for treatment. Mud that fails to meet standards after treatment must be discarded. Because sedimentation occurs when mud is left in the mud pit for extended periods, each mud pit is equipped with a self-circulation system.

[0094] The properties of the mud should meet the requirements. In one example, it can be made by mixing bentonite and tap water as the main raw materials.

[0095] Before use, the wall-supporting slurry should undergo indoor performance testing, and its parameters should be adjusted promptly based on monitoring data during construction. If the slurry parameters fail to meet the requirements for trench wall soil stability, adjustments must be made.

[0096] iii) Mud storage

[0097] Depending on the actual site conditions, mud pits can be set up for mud storage. The number of mud pits depends on actual needs, and the capacity of the mud pits should be sufficient to meet the mud usage during trenching construction.

[0098] iv) Mud circulation

[0099] Mud separators and mud pumps are used for separation and transportation during the circulation process, and the transportation pipeline can be mainly flexible hoses.

[0100] v) Separation and purification of mud

[0101] After one cycle of use, the mud is treated with a mud purification device to remove sand, and fresh mud is added to adjust the circulating bentonite mud, thereby improving the reusability of the mud. Methods to improve the technical indicators of the mud include adding barite powder, caustic soda, and sodium carbonate to the purified mud, so that the purified mud essentially restores its original wall-protecting properties.

[0102] vi) Mud Treatment

[0103] During the construction of the erosion barrier, due to site limitations, the on-site mud trucks need to be used to transport mud away at any time. For deteriorated mud stored in waste mud pits, sealed mud tankers are used to transport it to designated locations; as the construction of the erosion barrier progresses, all the mud required for the trenching construction of the erosion barrier is transported away.

[0104] vii) Mud Construction Management

[0105] During trenching operations, the mud level in the trench should be maintained at the highest level that prevents mud from overflowing, and it must be at least 1 meter above the groundwater level. When trenching operations are suspended, the mud level should not be lower than 50 cm below the top of the guide wall.

[0106] viii) Trenching construction

[0107] Before trenching, slurry is injected into the guide wall, and the hydraulic grab bucket is positioned in the trench section to be excavated. During trenching, the fully extended teeth of the hydraulic grab bucket are aligned with the edge of the trench section and grip the bottom. To control the impact on adjacent structures and pipelines and ensure trench wall stability, trenching is carried out at intervals between unit sections, with the construction sequence being the two sides first, followed by the middle (standard trench section). Slurry is continuously added to the trench during excavation. After the trench reaches the design elevation, the excavator is moved to begin bottom cleaning. The excavated soil is promptly transported to the designated spoil disposal site using sealed tank trucks or loaders.

[0108] During trench construction, attention should be paid to controlling the verticality, controlling the position of the grab bucket through the guide groove, and adjusting the tilt of the grab bucket in a timely manner according to the computer of the hydraulic trenching machine.

[0109] By using T-shaped unit slots, the H-type wall unit is divided into two T-shaped unit slots (see...). Figure 3 (Example).

[0110] A construction sequence with skipped spans is adopted. For example, in... Figure 3 In the example, for any two adjacent unit slots, the slot marked S1 can be constructed first, and then the slot marked S2 can be constructed.

[0111] In a unit slot segment, for the same straight segment, proceed from both sides to the middle; for two intersecting straight segments, proceed from the longer segment to the shorter segment.

[0112] 4) Scrubbing the walls and cleaning the holes

[0113] After the trench is excavated to the design elevation, the slurry in the trench is cleaned and replaced. Cleaning is carried out 30-60 minutes after the trench section is excavated and allowed to settle. A trenching machine is used to remove mud and sand from the bottom of the trench. The cleaning depth is not less than the trench depth, and slurry replacement is performed. After cleaning, the slurry meets the design requirements, i.e., the sediment thickness is ≤100mm. One hour after the slurry replacement of a unit trench section is completed, the slurry density at the bottom 500-1000mm is ≤1.15g / cm³. If the rebar lowering time exceeds 4 hours, the sediment thickness needs to be tested. If it does not meet the design requirements, a second cleaning is required, using either pump suction or air lift methods.

[0114] The second-stage hole cleaning and slurry replacement can be carried out using an air-lift reverse circulation process. After drilling is completed, the drilling rig is removed, and the hole cleaning equipment is installed. The slag discharge pipe uses a Ф200mm steel pipe connected with flanges, and the air duct uses a Ф50mm high-pressure hose, with the joints secured with wire. The mixer is lowered to a suitable distance from the bottom of the hole, and the air compressor is turned on. Slag is discharged from the slag discharge port, taking care not to point the slag discharge port at people to avoid injury. Alternatively, the slag discharge pipe can be connected to a hydrocyclone desander to directly purify the discharged slurry. The air compressor air pressure is controlled at 0.5Mpa, and the air volume is controlled at 7m3 / min. The cleaning is completed when the mud and sediment in the trench meet the specifications, and only then can the next step of the pouring process be carried out. Any insufficient mud in the trench is replenished from the mud storage tank.

[0115] First, use a wall brush to drag and brush the mud off the I-beam joint of the tank section from top to bottom until the steel brush is free of mud. Then clean the hole and ensure that the thickness of the sediment at the base meets the requirements before proceeding.

[0116] 5) Hoisting of T-shaped steel reinforcement cages and connectors

[0117] To ensure the steel cage has sufficient rigidity and prevent deformation during hoisting, two inverted U-shaped reinforcing bars can be installed at the hoisting point: one at the hoisting point and one at the fork point. The two ends of the reinforcing bars should be firmly welded to the longitudinal bars.

[0118] The reinforcing cage is hoisted as a whole in one go. When fabricating the reinforcing cage, the lifting points must be set according to the weight and size of the cage and the lifting method. The hoisting must be carried out strictly in accordance with the hoisting plan to ensure safety during the hoisting process.

[0119] The steel reinforcement cage is placed into the trench using a main crane / crane (e.g., a 100-ton crawler crane) and an auxiliary crane (e.g., a 60-ton crawler crane). After the main and auxiliary cranes lift the steel reinforcement cage vertically off the ground, the auxiliary hook is removed, and the cage is aligned with the trench section position and slowly lowered into the trench wall. When it reaches the top of the guide wall, a steel spreader is passed through the top of the steel reinforcement cage and placed on the top of the guide wall. The main hook is then hooked onto the lifting rod, and the steel reinforcement cage is lifted down to the design elevation. Finally, the steel spreader is used to support the steel reinforcement cage and placed on the top of the guide wall.

[0120] If it is the first slotted section, the power strip connector should be hoisted and installed at the same time.

[0121] If it is a closed slot section, the connector should be pulled out first.

[0122] When the reinforcing cage enters the trench, the center of the lifting point must be aligned with the center of the trench section. Care should be taken not to allow the crane boom to swing or cause other factors to cause the reinforcing cage to swing laterally, so as to avoid the collapse of the transverse wall.

[0123] After the steel cage is placed into the trench, check whether its top elevation meets the design requirements, and then fix it to the guide wall.

[0124] If the reinforcing cage cannot be smoothly inserted into the trench, it should be hoisted out again. The cause should be identified and the problem resolved before re-hoisting and placing it back in the trench. If necessary, the trench should be repaired. The reinforcing cage should not be forcibly inserted into the trench in a free-fall manner, as this can cause deformation of the cage or collapse of the trench walls, resulting in a large amount of sediment at the bottom of the trench.

[0125] For the first trench section, after the reinforcement cage and connectors are hoisted and placed, the connector box is hoisted and placed on the other side of the connector. The connector pipe is hoisted and placed on the outside of the concave end of the main reinforcement cage. Crushed stone is backfilled into the gaps in the trenches on the outside of the connector box and the connector pipe to avoid / block the lateral pressure generated during concrete pouring that could cause the connector box, connector pipe or reinforcement cage to move. The crushed stone particle size can be 10-15cm.

[0126] For closed trench sections, after the reinforcing cage is hoisted and placed, the joint pipe is hoisted and placed outside the concave end of the main reinforcing cage. Crushed stone is backfilled into the gap in the trench outside the joint pipe to avoid / block the lateral pressure generated during concrete pouring that could cause the joint box, joint pipe or reinforcing cage to move. The particle size of the crushed stone can be 10-15cm.

[0127] In one example, a 6m wide (double H-beam) steel cage weighs 9.5t and is equipped with multiple lifting points. The first lifting point is located 1.5m below the top of the steel cage, with two lifting points above and two below, and is lifted by the main crane. The second lifting point is located 8m below the first lifting point, with two lifting points above it. The third lifting point is located 3.0m below the second lifting point, with two lifting points above it. The fourth lifting point is located 8m below the third lifting point, with two lifting points above it. The fifth lifting point is located 5.0m below the fourth lifting point, with two lifting points above it. The fourth and fifth lifting points are lifted by the auxiliary crane.

[0128] In one instance, a "]"-shaped support rib is set at the position of the first main lifting ring, with a total of 4 ribs welded to the longitudinal main reinforcement. The main lifting ring uses a "U"-shaped steel reinforcement cage for each lifting point, and the lifting ring uses Φ25 round steel, which is welded between two main reinforcements. The single-sided welding length is not less than 10d or the double-sided welding length is not less than 5d. The weld is full and crack-free, and the bending shape is regular. The elevation of the lifting rings in the same row is basically the same, and there should be no excessive difference. The second to fourth main lifting rings are made of Φ25 round steel by hot bending into a "ㄇ"-shape, and the two main reinforcements at the main lifting ring position are double-sided welded at the intersection with the distribution reinforcement. The lifting ring and the truss reinforcement 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 reinforcement; the weld width shall not be less than 0.8 times the diameter of the main reinforcement. The horizontal distribution reinforcement and the main reinforcement shall be double-sided spot welded at the intersection within 1 meter in the up, down, left, and right directions of the lifting point. The transverse truss reinforcement and the two sides of the main reinforcement shall be spot welded.

[0129] Butt joint of the T-shaped steel reinforcement cage: The two T-shaped steel reinforcement cages corresponding to the two sides of the I-shaped steel are respectively called steel reinforcement cage A and steel reinforcement cage B. First, excavate the unit trench section A of steel reinforcement cage A (which can be called the first excavated trench section), lift steel reinforcement cage A and the socket joint together to the set position in unit trench section A. The trench length corresponding to the tie wall in unit trench section A should be suitable for the placement of steel reinforcement cage A (the socket steel reinforcement cage of steel reinforcement cage A) and the socket joint. The socket end of steel reinforcement cage A is inserted into the corresponding side socket of the socket joint. Lift the joint box to the other side of the socket joint and insert it into the other side socket of the socket joint, fill the gap on its outer side (the other side far from the socket steel reinforcement cage of steel reinforcement cage A), and then carry out the concrete pouring of trench section A. After the pouring is completed, excavate the unit trench section B of steel reinforcement cage B (which can be called the closed trench section), pull out the joint box, lift steel reinforcement cage B into trench section B, and insert the socket end of steel reinforcement cage B into the corresponding side socket of the socket joint. Thus, the socket steel reinforcement cages of steel reinforcement cage A and steel reinforcement cage B are connected through the socket joint to form the built-in steel bars of the tie wall. After setting the joint pipe and filling the gap, carry out the concrete pouring of trench section B to complete the construction of the I-shaped wall.

[0130] 6) Place the conduit

[0131] i) The conduit uses a 200mm - 350mm steel pipe, and the joints between each section of the conduit are connected by screw threads, and a rubber washer should be added for sealing at the connection. When splicing the pipe sections, the joints should be sealed and firm. The conduit should be pre-assembled and pressure-tested before use, and the water test pressure should be 0.6~1.0MPa. Prevent water leakage of the conduit during concrete pouring.

[0132] ii) Before use, the connected conduit must be subjected to an airtightness test, and the test pressure should not be less than 1.3 times the pressure of the mud density within the hole depth.

[0133] iii) The horizontal spacing of the guide pipes should not exceed 3m, and the distance from both ends of the trench section should not exceed 1.5m. The bottom of the guide pipe should be 30-50cm from the bottom of the hole, and the top should be fixed to the guide wall using a casting frame. The guide pipe should be at least 0.5m above the top of the cap beam. After the guide pipes are installed, check the specific gravity and viscosity of the mud in the trench and the thickness of the sediment at the bottom of the wall. If they exceed the standard, use the gaps between the guide pipes and the steel cage to perform secondary cleaning. There should be 3 guide pipes in the horizontal plane, 2 along the river axis, and 1 in a T-shape.

[0134] iv) Before pouring concrete for each section, no less than 6 sonic logging pipes should be arranged with a spacing of no more than 1.5m. One of them should be arranged in a T-shape. The sonic logging pipes should be made of steel pipes with a wall thickness of no less than 1mm and a diameter of 50mm. The sonic logging pipes should be 100mm higher than the concrete.

[0135] 7) Concrete pouring

[0136] i) Concrete pouring must begin within 4 hours of the completion of bottom cleaning and grout replacement. First, pour the scour wall concrete, and then simultaneously pour the tie wall concrete when the concrete level reaches the tie wall position.

[0137] ii) Ready-mixed concrete shall be used, and the mix proportion shall meet the design requirements. The slump shall be 20cm ± 2cm. A mixer truck shall be used for transportation. All concrete properties shall meet the design and specification requirements.

[0138] iii) Before pouring concrete into the trench, a pouring plan should be carefully prepared, and the guide pipes should be reasonably matched according to the specific depth and length of the trench. The pouring length of the trench section in this project is 6.0m, and 3 sets of guide pipes are configured. Before pouring concrete, the pouring derrick must be firmly erected, and the guide pipes should be placed into the slots of the central holes of the pouring derrick, with a storage hopper placed at the top of the guide pipes.

[0139] iv) Concrete pouring is carried out by directly unloading the concrete mixer truck into the concrete duct. During pouring, a bladder is placed inside the duct and poured in along with the concrete. The initial pour should ensure that the lower end of the duct is embedded in the concrete, with a burial depth of at least 2 meters. Pouring should be continuous, with the top surfaces of the concrete on the left and right sides roughly level, and the height difference between any two points not exceeding 50 cm. The pouring depth should be measured with a measuring rope in a timely manner, and the concrete rising speed and pouring volume should be calculated. The duct should be raised in a timely manner during pouring, and the duct should be pulled out after pouring to 50 cm above the designed top surface. The pouring is then complete.

[0140] v) During concrete pouring, the concrete surface rising speed should be controlled between 3m / h and 5m / h; the insertion depth of the tremie pipe into the concrete should be controlled between 2 and 6m, neither too deep nor too shallow. A greater insertion depth results in a larger area of ​​concrete being pushed and compacted, leading to higher strength. However, it can cause excessive coarse aggregate deposition at the bottom and a greater accumulation of mortar on the surface. If the tremie pipe is inserted too shallowly, the concrete is pushed and spread, and slurry can easily mix into the concrete, affecting its strength. Therefore, the tremie pipe should be embedded in the concrete to a depth of not less than 2m and not more than 6m.

[0141] vi) When the concrete is poured to near the top of the erosion barrier and the concrete in the tremie pipe is difficult to flow out, the pouring speed should be appropriately reduced. If the concrete can no longer be poured, the tremie pipe can be moved up and down, but the height of the movement should not exceed 30cm.

[0142] vii) During the pouring process, the guide pipe must not move laterally, otherwise sediment or mud will be mixed into the concrete.

[0143] viii) Concrete should be poured continuously without prolonged interruption. Interruptions of 5-10 minutes are generally permissible, with a maximum allowed interruption of 20-30 minutes to ensure the uniformity of the concrete. During construction, the principle should be to complete the pouring within 1.5 hours of concrete mixing.

[0144] ix) During the pouring process, the rising height of the concrete should be frequently measured with a measuring hammer. Since the rising surface of the concrete is generally not horizontal, measurements should be taken at more than three locations to determine the length of the guide pipe to be removed.

[0145] x) After the erosion barrier is poured, there is a layer of laitance on top, so the top surface of the concrete needs to be poured more than 0.5m above the design elevation.

[0146] xi) When the concrete begins to be poured, especially when the concrete is about to bury the reinforcing cage, the pouring speed should be slowed down, and measures should be taken if necessary to prevent the reinforcing cage from floating.

[0147] xii) Concrete pouring construction sequence / steps: Erect concrete pouring scaffolding → Configure guide pipes (length and spacing) → Set up guide pipe frame → Lay orifice cover plate → Lower guide pipe → Place storage hopper → Place bladder → Pour concrete → Remove guide pipe.

[0148] 8) Treatment of anti-collision wall joints

[0149] In any two adjacent unit slots, in a phase one slot (e.g., Figure 3 After the trench section marked S1 is poured, the soil layer with concrete flowing around it within the upper 3-5m range should be excavated to prevent difficulties in handling the concrete after it solidifies. Note that the I-beam should not be bumped when grabbing it.

[0150] When constructing the erosion control wall, the grab buckets must be accurately aligned to prevent misalignment. For example, in the second-phase trench section... Figure 3 (Example: S2) After the trench is dug, the wall must be cleaned until the steel brush is free of mud. After digging to the design elevation, use a grab bucket to remove the sediment at the bottom of the wall to prevent mud from getting into the joints.

[0151] 9) Casting of the cap beam

[0152] After the main wall is poured, its longitudinal reinforcement is exposed from the top of the main wall and extends out of the pouring area of ​​the capping beam.

[0153] When laying the capping beam reinforcement and formwork, the longitudinal reinforcement exposed from the top of the main wall is used as part of the capping beam reinforcement and tied together with the newly laid capping beam reinforcement before the capping beam concrete is poured.

[0154] The top surface of the main wall serves as the foundation for the capping beam (part of the foundation), thus fixing the capping beam to the top surface of the main wall.

[0155] The construction of the sump 60 is carried out after the underground anti-scour wall is completed. The soil of the underground continuous wall on the front side is excavated according to the needs of setting up the sump 60 to form the foundation plane required for placing the sump 60. The sump 60 is compacted and the individual sump 61 (e.g., a four-sided frustum concrete block with flat upper and lower sides) is arranged in multiple layers in a regular manner. The vertical orientation / posture of adjacent sump 61 in the same layer is opposite, so that the adjacent surfaces of adjacent sump 61 are in close contact with each other. The sump 61 has multiple through holes 65 in the front-back direction, up-down direction, and left-right direction. The sump 61 is connected together in these directions by ropes through these through holes. Then, backfilling and compaction are carried out. If necessary, the embankment is set as an earth embankment, stone embankment or concrete embankment structure.

[0156] Construction work to prepare for collapse includes:

[0157] Excavate the site for setting up the backup geotextile, and manually lay non-woven fabric on the surface. Before laying, level the foundation and clean the site of debris. The geotextile should be rolled smoothly and with appropriate tension, adhering closely to the ground, and should be protected from tension, folding, and wrinkling. Care should be taken during construction to prevent scratches or punctures to the non-woven fabric; any damaged areas should be repaired promptly.

[0158] Before laying nonwoven fabric, the products should be re-inspected and the quality must be qualified. Nonwoven fabric with tears, creep, aging, or excessive thinness in some areas should not be used.

[0159] After the non-woven fabric is laid and passes inspection, the precast concrete block slope construction will begin. First, construction surveying and layout will be carried out. Along the embankment line, a control section will be set up every 20 meters. Piles will be driven at the toe, middle and top of each section, and the thickness of the precast concrete block slope protection and the positions of the toe and top corners will be marked. Nylon lines will be tightened to check the slope thickness, the position and depth of the top and bottom corners. Once the requirements are met, the precast concrete block slope protection can be constructed.

[0160] The precast concrete blocks used as the foundation for the collapse were transported on-site using small transport vehicles. The construction of the precast concrete blocks was carried out by a combination of manual labor and machinery. The construction of the precast concrete blocks was carried out by a combination of one master mason (stone mason) and two strong laborers.

[0161] The construction of precast concrete blocks (individual units to be collapsed) proceeds from bottom to top. The six-sided blocks are connected by steel bars or wire ropes to ensure that the individual blocks will not fall off under the conditions of terrain erosion and deformation, and will be connected as a whole. The blocks are tightly interlocked, with staggered joints and no through joints. There should be no overlapping or plugging. The construction surface should be kept flat and aesthetically pleasing.

[0162] Preparatory subsidence can reduce the local scour depth on the water-facing side of underground scour walls (rigid structures). Typically, three layers of preparatory subsidence can be buried in front of the main underground wall to effectively resist flood scour, forming a flood control structure that combines rigidity and flexibility, and ensuring the safety of the dike.

[0163] The cantilever retaining wall is constructed after the preparation and backfilling of the slump prevention structure. Before pouring the foundation and the cantilever retaining wall itself, excavation is carried out according to existing technology, and support is provided if necessary. Auxiliary facilities such as drainage pipes are installed on the cantilever retaining wall as needed.

[0164] Unless otherwise specified, the preferred and optional technical means disclosed in this utility model can be arbitrarily combined to form several different specific embodiments when one preferred or optional technical means is a further limitation of another technical means.

Claims

1. A collapse body for a dike, characterized in that The underground anti-impact wall structure is formed by regularly stacking a plurality of collapse-preparation monomers, the collapse-preparation monomers are prefabricated concrete blocks, the collapse-preparation monomers are in the shape of a conical rectangular platform or a non-conical rectangular platform with two opposite sides being vertical planes, adjacent surfaces of adjacent collapse-preparation monomers are attached together, the collapse-preparation monomers are provided with through holes penetrating from front to back, through holes penetrating from top to bottom, and through holes penetrating from left to right, and each collapse-preparation monomer is tied together by a rope passing through the through holes on the collapse-preparation monomer.

2. A river embankment protection structure for old embankment renovation, provided with an underground scour protection wall structure, characterized in that The front side of the underground anti-impact wall structure is provided with a collapse-preparation monomer located underground, and the collapse-preparation monomer is the collapse-preparation monomer as claimed in claim 1.

3. The riverbank protection structure according to claim 2, wherein The underground anti-impact wall structure is provided with main wall bodies, the main wall bodies are underground continuous walls, the number of the main wall bodies is two, and the two main wall bodies are parallel to each other, and a plurality of tie walls are distributed between the two main wall bodies.

4. The riverbank protection structure according to claim 3, wherein The steel reinforcement cages in the main wall bodies and the tie walls adopt T-shaped steel reinforcement cages, the T-shaped steel reinforcement cages include main steel reinforcement cages located in one side of the main wall bodies and row-inserted steel reinforcement cages located in the tie walls, the row-inserted steel reinforcement cages of two T-shaped steel reinforcement cages located in the same tie wall are connected by row-inserted joints to jointly form the steel reinforcement in the tie wall, the row-inserted joint includes an I-shaped steel, the I-shaped steel is vertically arranged, the two flange plates of the I-shaped steel are parallel to the wall surface of the tie wall, one steel mesh sheet is arranged on each of the two sides of the flange plate in the transverse direction, the steel mesh sheet extends transversely from the corresponding side of the flange plate and is lapped on the outside of the row-inserted steel reinforcement cage of the corresponding T-shaped steel reinforcement cage, the row-inserted steel reinforcement cage of the T-shaped steel reinforcement cage is provided with an insertion part, the insertion part is inserted between the two flange plates of the I-shaped steel of the corresponding row-inserted joint and the two steel mesh sheets extending from the two flange plates respectively, the top of the two main wall bodies is provided with a uniform crown beam, and the bottom of each side of the crown beam is fixed to the top surface of the corresponding main wall body.

5. The riverbank protection structure of claim 4, wherein The two flange plates of the I-shaped steel are each provided with a grout stopping sheet, and the grout stopping sheet extends from at least one side of the flange plate.

6. The riverbank protection structure of claim 5, wherein The width of the insertion part of the row-inserted steel reinforcement cage is smaller than the width of the main body part of the row-inserted steel reinforcement cage, and a transition section with gradually decreasing width is arranged between the main body part and the insertion part of the row-inserted steel reinforcement cage.

7. A riverbank defence structure according to any one of claims 2 to 6, wherein The upper surface of the underground anti-impact wall structure is provided with a cantilever retaining wall, and the main body part of the cantilever retaining wall is located above the ground.

8. The riverbank protection structure of claim 7, wherein The cantilever retaining wall is provided with a cantilever retaining wall foundation, the top of the underground anti-impact wall structure is in contact with the bottom surface of the cantilever retaining wall foundation, and the contact part therebetween is bonded together.

Images