Construction method of combined dike system and combined defense lifting system constructed by same

Abstract

The invention relates to a combined type lifting and defending system and a construction method thereof.The combined type lifting and defending system is provided with an underground anti-impact wall structure, an underground collapse preparing body is arranged on the front side of the underground anti-impact wall structure, a cantilever retaining wall is arranged above the underground anti-impact wall structure, the collapse preparing body is formed by regularly stacking a plurality of collapse preparing body single bodies, and the underground anti-impact wall structure is provided with a main wall body; the main wall bodies are underground diaphragm walls, the number of the main wall bodies is two, 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 crown beam is arranged on the top of the main wall bodies. The method comprises the following steps: firstly, constructing an underground anti-scour wall structure, after the underground anti-scour wall structure is poured, constructing a collapse preparation body and a cantilever retaining wall, excavating earthwork as required, arranging the collapse preparation body on the front side of the underground anti-scour wall structure, and arranging the cantilever retaining wall on the underground anti-scour wall structure. By constructing the combined dike system, the scour prevention effect can be effectively improved.

Description

Technical Field

[0001] The invention relates to a construction method of a combined levee system and the constructed combined levee system. Background Art

[0002] Existing embankment structures include earth embankments, stone embankments, concrete embankments, and reinforced concrete embankments. Among them, earth embankments are mainly formed by layered filling and compaction of soil materials. They are a relatively traditional and widely used form of embankments. They are easy to obtain materials and can use nearby clay, sand and other soil materials on site. The construction is relatively simple, but the anti-scouring ability is relatively weak. Generally, protective measures need to be taken on the waterside slope, such as laying geotextiles and masonry. Stone embankments are built with blocks or strips of stone. They have good anti-scouring ability and stability, and are often used in river sections with fast water flow and strong scouring effects; but the cost of stone mining, transportation and masonry is relatively high, and the construction progress may be slow. Concrete embankments are made of concrete casting, which can be cast as a whole or prefabricated concrete blocks can be spliced. They have high strength, good anti-scouring and anti-seepage performance, and can effectively resist the impact of floods; however, the cost is high, and the concrete construction has high requirements for formwork, equipment, etc., and the construction process is relatively complicated. Reinforced concrete embankments are equipped with steel bars on the basis of concrete embankments to form a reinforced concrete structure. It has higher strength and bearing capacity, and can adapt to larger loads and more complex stress conditions, such as when a traffic road is to be built on the top of the embankment or when large flood control equipment is to be placed; but the cost is also higher, and the construction is more difficult, and it is necessary to consider the binding of steel bars, pouring and vibrating of concrete and other links. These embankment structures all play an effective embankment role within their respective adaptation ranges. However, these embankment structures all have certain limitations, and it is necessary to develop more solid and reliable embankment structures. On the other hand, underground continuous walls have good anti-seepage, soil retaining and foundation stability functions, and are used in embankment structures. At present, most underground continuous walls are I-shaped structures or L-shaped structures, and there is no intersection of multiple walls in the wall. However, especially for some rivers, the anti-scouring effect of this I-shaped or L-shaped underground continuous wall still has certain limitations. Summary of the invention

[0003] The purpose of the present invention is to construct a combined levee system to improve the anti-scouring effect.

[0004] The technical solution of the present invention is: a combined dike system, which is provided with an underground anti-scouring wall structure. The front side (river channel side, or water-facing side) of the underground anti-scouring wall structure is provided with a collapse-prepared body, which is formed by regularly stacking a number of collapse-prepared body monomers.

[0005] Furthermore, the prepared collapse body monomers are provided with through holes penetrating front to back, through holes penetrating up and down, and through holes penetrating left to right, and the prepared collapse body monomers are tied together by ropes passing through the through holes on the prepared collapse body.

[0006] Preferably, the collapse preparation body monomer is in the shape of a conical rectangular trapezoid or a non-conical rectangular trapezoid with two opposite side surfaces being vertical planes (planes perpendicular to the bottom surface), and adjacent surfaces of adjacent collapse preparation body monomers are bonded together.

[0007] Preferably, the underground anti-collision wall structure is provided with a main wall, the main wall is an underground continuous wall, there are two main walls, the two main walls are parallel to each other, and a plurality of tie walls are distributed between the two main walls.

[0008] Preferably, the steel cages in the main wall and the tie wall adopt T-shaped steel cages, and the T-shaped steel cages include a main steel cage located in the main wall on one side and a row of steel cages located in the tie wall. The row of steel cages of the two T-shaped steel cages located in the same tie wall are connected by a row of joints to jointly constitute the steel bars in the tie wall. The row of joints includes an I-beam, and the I-beam is vertically arranged, 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 of the lateral sides of the wing plate, and the steel mesh extends laterally from the corresponding side of the wing plate and overlaps the outer side of the row of steel cages of the T-shaped steel cage on (located at) the corresponding side. The row of steel cages of the T-shaped steel cage is provided with a plug-in portion, and the plug-in portion 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.

[0009] Preferably, a unified crown beam is provided on the tops of the two main walls, and the bottoms on both sides of the crown beam are respectively fixed to the top surfaces of the main walls corresponding to each side.

[0010] Preferably, the upper ends of the longitudinal reinforcements of the main wall extend out of the crown beam and are solidified in the concrete of the crown beam. During construction, the longitudinal reinforcements of the main wall can be configured and arranged according to this requirement.

[0011] The underground continuous wall is a reinforced concrete structure.

[0012] 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.

[0013] The tie wall is perpendicular to the two main walls connected to it (the parts of the main walls connected to the tie wall).

[0014] Furthermore, the steel mesh is provided with a plurality of transverse bars (transverse steel bars) distributed up and down, and with or without longitudinal bars (longitudinal / vertical steel bars) cross-connected with the transverse bars to form a mesh structure. In the case where longitudinal bars cross-connected with the transverse bars to form a mesh structure are not provided, one or more vertical (longitudinal) or oblique (non-parallel to the transverse and longitudinal) extending steel bars may be provided to fix and connect the transverse bars into a whole, so as to facilitate on-site operations.

[0015] 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.

[0016] Usually, 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 row steel cage of the T-shaped steel cage.

[0017] Preferably, both wing plates of the I-beam are provided with stop slurry plates (or stop slurry plates), and the stop slurry plates extend (extend laterally) from at least one side (one lateral side) of the wing plate, and may also extend from both sides to facilitate on-site operations.

[0018] Usually, the stop grouting piece can be rectangular, should have appropriate flexibility, and can be attached to the groove wall under the pressure of injected concrete. For example, the stop grouting piece can be a rectangular thin iron sheet.

[0019] Furthermore, the main steel cage and the row steel cage of the T-shaped steel cage are both rectangular cage-shaped to adapt to the wall (main wall or tie wall) in which they are located.

[0020] Preferably, the width of the plug-in portion of the inserted steel cage is smaller than the width of the main body of the inserted steel cage, and a transition section with a gradually decreasing width is provided between the main body and the plug-in portion of the inserted steel cage.

[0021] Preferably, the ends of the two ends (the two ends in the horizontal direction / the two ends in the length direction of the main wall) of the main steel cage of the T-shaped steel cage are respectively concave in elevation (a concave shape running through the entire elevation of the end) and convex in elevation (a convex shape running through the entire elevation of the end), which can be respectively called concave ends or convex ends.

[0022] Preferably, the concave and convex facades are both in the shape of folded surfaces with edges located in the middle, and the angles are usually equal or similar, so as to achieve socket-type flexible connection at both ends of adjacent main reinforcement cages.

[0023] Preferably, a cantilever retaining wall is provided on the top of the underground impact wall structure, and the main part of the cantilever retaining wall is located on the ground.

[0024] Preferably, the cantilever retaining wall is provided with a cantilever retaining wall foundation, and the top of the underground impact wall structure (for example, the top surface of the crown beam, when a crown beam is provided) contacts the bottom surface of the cantilever retaining wall foundation, and the contact portion between the two is bonded together.

[0025] Furthermore, the cantilever retaining wall is a reinforced concrete structure.

[0026] Preferably, the longitudinal reinforcement in the underground impact wall structure located directly below the cantilever retaining wall extends into the cantilever retaining wall.

[0027] The construction method of any combined embankment system disclosed in the present invention first implements the construction of the underground anti-collision wall structure. After the underground anti-collision wall structure is cast, the collapse preparation body and the cantilever retaining wall are constructed. The earthwork can be excavated and the site can be prepared according to actual needs. The collapse preparation body is set on the front side of the underground anti-collision wall structure, and the cantilever retaining wall (including the cantilever retaining wall foundation, if any) is set on the top of the underground anti-collision wall structure.

[0028] Preferably, in the construction of the underground anti-collision wall structure, 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 a first groove section (the first groove section of the two opposite T-shaped groove sections), and the other is a closed groove section (the closed groove section of the two opposite T-shaped groove sections). 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 bar cage and the row plug joint are hoisted into the groove together, and the plug-in part of the row plug steel bar cage is inserted between the two wing plates on the corresponding sides (the wing plates of the I-beam) and the two steel mesh sheets extending from the two wing plates respectively. The joint box is hoisted into the groove on the outside of the row plug joint (facing away from / away from the T-shaped steel bar cage side), and the joint box (the main part / plug-in part of the joint box) is inserted between the two wing plates on the corresponding sides (the wing plates of the I-beam) and the two steel mesh sheets extending from the two wing plates respectively. Between the meshes, the inner end of the joint box (the waist plate end of the I-beam facing the strip joint) is against the waist plate (or web) of the I-beam, and 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 vertical concave of the end of the main steel cage, the groove gap on the outside of the joint box (the gap between the outer end face of the joint box and the groove wall) is filled, and the groove gap on the outside of the joint pipe (the gap between the outer side face of the joint pipe and the groove wall) is filled, and concrete is poured; after the construction of the first grooving section is completed, the closed grooving section is excavated, and after the grooving is completed, the joint box is pulled out, the T-shaped steel cage is hoisted into the grooving, and 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 (towards the main steel cage side) is located in the vertical concave of the end of the main steel cage, the groove gap 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.

[0029] Preferably, when only one side (lateral side) of the plug connector is provided with a stop plate, this side is directed toward the T-shaped steel cage of the first slotted section.

[0030] Before hanging the T-shaped steel cage, if it is connected to a completed trough section of the same main wall, pull out the joint pipe (if any) on the adjacent side of the completed trough section.

[0031] The trough cleaning should be carried out according to actual needs.

[0032] Mud should be injected according to actual needs, and mud circulation and replenishment should be implemented.

[0033] According to actual needs, guide walls should be set up before trenching construction.

[0034] The above-mentioned combined embankment system can be set up on the basis of the existing embankment structure.

[0035] The beneficial effects of the present invention are as follows: a cantilever retaining wall and a double-row underground continuous wall are provided, and a collapse-prepared body is provided on the front side of the underground continuous wall, thereby constructing a combined levee system, which is helpful to greatly improve the levee effect and ensure that the levee is firm and reliable; since the foundation of the cantilever retaining wall is located above the crown beam of the underground continuous wall, it is beneficial to improve the stability of the cantilever, and realizes the seamless connection between the cantilever and the underground continuous wall, eliminating the weak link; since the two underground continuous walls are firmly connected into one through the top crown beam and the middle tie wall, the strength of the underground continuous wall is greatly improved; since a collapse-prepared body is provided on the front side of the underground continuous wall, after the front side is eroded by floods, the collapse-prepared body automatically sinks to fill / block the cavity caused by erosion, plays a protective role on the underground continuous wall, and enhances the erosion resistance of the levee; since an upright I-beam is used as the main body of the row and plug joint, and steel meshes extending to both sides are respectively provided on the two wing plates, the T-shaped steel on both sides can be realized by a socket connection. The connection between the row and plug-in ends of the reinforcement cage and the row and plug-in joints, the steel mesh extending from the joint is overlapped on the outer side of the reinforcement cage on the corresponding side, which meets the main reinforcement overlap length requirement and realizes a reliable connection between the reinforcement cage and the joint; since a stopper is provided on the outer side of the reinforcement mesh on at least one side of the row and plug joints, the side of the row and plug joints with the stopper facing the reinforcement cage in the first slot section, during pouring, the injected concrete pushes the stopper toward the slot wall, blocks the corresponding bypass channel of the concrete, effectively avoids the bypass phenomenon and ensures the construction quality; since the T-slot section is adopted, the connection of the two T-slot reinforcement cages in the middle of the tie wall is realized through the row and plug joints, which not only ensures the tie and support effect of the tie wall on the main walls on both sides, but also greatly facilitates the construction operations such as grooving and pouring of the I-shaped ground-connected wall, which helps to improve construction efficiency and ensure project quality; since the longitudinal reinforcement on the main wall extends into the crown beam, the connection strength between the crown beam and the main wall is enhanced, and the stability is further improved. BRIEF DESCRIPTION OF THE DRAWINGS

[0036] Figure 1 It is a schematic diagram of the structure of the combined levee system involved in the present invention; Figure 2 It is a schematic diagram of the side view (section) structure of the anti-collision wall structure involved in the present invention; Figure 3 It is a schematic diagram of the division of unit trench sections and the construction sequence of trench construction of the anti-collision wall structure involved in the present invention; Figure 4 It is a three-dimensional schematic diagram of a steel cage connection structure in an I-shaped unit of an anti-collision wall structure according to the present invention; Figure 5 It is a side view schematic diagram of a steel cage connection structure in an I-shaped unit of an anti-collision wall structure according to the present invention; Figure 6 It is a top view schematic diagram of a steel cage connection structure in an I-shaped unit of an anti-collision wall structure according to the present invention; Figure 7 It is a top view schematic diagram of the power strip connector involved in the present invention; Figure 8 It is a top view schematic diagram of a T-shaped steel cage involved in the present invention; Fig. 9 It is a schematic diagram of the structure of a prepared collapse body monomer involved in the present invention; Fig.10 It is a schematic diagram of the structure of a prepared collapse body monomer involved in the present invention; Fig.11 The invention discloses a construction flow chart of an underground anti-collision wall structure.

[0037] Markings in the figure: 1. Embankment surface; 2. Embankment top; 11. Main wall; 12. Tie wall; 20. Plug joint; 22. I-beam waist plate; 23. I-beam wing plate; 25. Steel mesh for overlap on the plug joint; 27. Stop grout; 28. Stop grout to fix steel bars; 30. T-shaped steel cage; 31. Main steel cage; 32. Truss; 33. Concave end; 35. Convex end; 36. Plug steel cage; 37. Connecting part; 40. Crown beam; 50. Cantilever retaining wall; 51. Cantilever retaining wall foundation; 52. Drain pipe; 60. Prepared collapse body; 61. Prepared collapse body unit; 65. Through hole on prepared collapse body unit. DETAILED DESCRIPTION

[0038] See also Figure 1-Figure 11 The underground anti-scour wall structure (hereinafter referred to as the underground anti-scour wall, or anti-scour wall) is mainly constructed with an underground continuous wall. The underground anti-scour wall structure is set at the foot of the embankment. The ground (embankment surface) 1 covering the underground anti-scour wall structure can adopt an earth embankment structure or a stone embankment structure. The cantilever retaining wall 50 is a reinforced concrete structure. The cantilever retaining wall foundation 52 is built on the crown beam 40 of the underground anti-scour wall. The contacting parts of the two are consolidated together by cast-in-place concrete. The cantilever retaining wall (the wall of the retaining wall) can be located directly above the main wall on the side (rear side) of the embankment, so that the longitudinal reinforcement of the main wall extends into the cantilever retaining wall. When the cantilever retaining wall foundation and the cantilever retaining wall are reinforced, the main wall longitudinal reinforcement extending to the casting area is bundled with other reinforcements as a part of the corresponding wall reinforcement, so as to improve the overall anti-flood impact capability. The cantilever retaining wall can extend to the top of the embankment and coordinate with other structures on the top of the embankment 2 (for example, sidewalks, viewing platforms, top surface protection structures, etc.).

[0039] The two main walls 11 of the anti-collision wall are arranged parallel to each other (with equal spacing), and the two main walls are connected into one by the crown beam 40 and a plurality of tie walls 12 to form a solid underground anti-collision wall structure. The main wall and tie wall can be seen from above as a plurality of I-shaped units (see Figure 3 ) are connected in sequence. 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 built-in steel bars. The vertical dimension of the tie wall can be significantly smaller than the vertical dimension of the main wall, usually corresponding to the middle and upper part of the main wall in the vertical direction (or longitudinal direction). The two ends of the tie wall are respectively connected to the main wall on the corresponding side. For example, in one example, the tie wall is a reinforced concrete structure at 11.5m-14.5m from the ground, and the rest is a plain concrete structure.

[0040] A unified crown beam is set on the top of the two main walls, which are connected into an overall frame structure through the crown beam and the tie wall. When the flood washes away the soil in front, the anti-scouring wall structure can still remain stable. In one example, the anti-scouring wall is 0.8m wide, 23m high, and 11m deep. Through the combined effect of the underground anti-scouring wall structure and the existing protective structure, the overall stability and anti-scouring safety of the flood control safety embankment are ensured without affecting the flood discharge capacity of the river channel. When encountering flood scouring, it can more effectively resist the local scouring of the flood in front of the anti-scouring wall structure (on the river side) to ensure the safety of the embankment. In one example, it can meet the flood control design standard of once in ten thousand years.

[0041] Among them, the underground anti-collision wall structure can be constructed in the following ways, and the cantilever retaining wall (including its foundation) can be constructed according to the existing technology: 1) Production of steel cage and socket joints A T-shaped steel cage 30 is used, and a socket-type plug-in connector 20 is provided to connect two T-shaped steel cages.

[0042] Due to the influence of site and geological conditions, it is often difficult to implement I-shaped slot segment formation and I-shaped steel cage hanging on site. The slot of an I-shaped wall unit is divided into two T-shaped slot segments. Correspondingly, the steel cage is also set to be T-shaped. First, a T-shaped slot segment (which can be called the first slot segment) is constructed, and then the other T-shaped slot segment (which can be called the closed slot segment) is constructed. The row of steel cages of the two T-shaped steel cages is connected through the row of joints 20 to form the required I-shape.

[0043] 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 the tie wall) is equivalent to a small rectangular steel cage, which can be called the plug-in steel cage 36. The end of the plug-in steel cage (the outer end in the horizontal direction) can be called the plug-in end (the plug-in end of the T-shaped steel cage). The main steel cage and the plug-in steel cage in the T-shaped steel cage are prepared as one piece, and the main bars in the plug-in 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 bars in the main steel cage (for example, welded).

[0044] The row plug ends of the two T-shaped steel cages butt-jointed into an I-shape are respectively plugged into the corresponding side sockets of the row plug joint (between the two wing plates on the corresponding side of the I-beam and the steel mesh on the outside of the two wing plates). The row plug joint adopts an I-beam (or H-shaped steel) row plug joint, which is provided with an I-beam. Both sides of the two wing plates 23 of the I-beam are welded with rectangular steel mesh 25 for overlapping the row plug steel cage of the corresponding T-shaped steel cage. After the row plug end is inserted into the row plug joint, the two steel meshes on the corresponding side of the row plug joint are respectively overlapped on both sides of the row plug steel cage.

[0045] i) Fabrication of T-shaped steel cage Under the background of existing technology, the main reinforcement connection of T-shaped steel cage can be mechanically connected. The spacing between the main reinforcements should be greater than 1000mm, and the number of joints in the same connection area should not exceed 50% of the total number; when processing the steel cage, the longitudinal and transverse reinforcements are connected by electric welding. A truss 32 is set in the steel cage, and the truss reinforcement is 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 section should not be greater than 50%. The intersections of the longitudinal and transverse truss reinforcements need to be spot welded, and all the intersections within 0.5m around the steel cage need to be spot welded. The overlap misalignment and joint inspection should meet the requirements of reinforced concrete specifications. The steel bars are guaranteed to be straight, the surface is clean and oil-free, 50% of the internal intersections are spot welded, and 100% of the steel cage trusses and steel cage lifting points 1m above and below need to be spot welded. This production can well ensure the overall flatness of the steel cage without affecting the lifting.

[0046] The widths of the main steel cage and the row steel cage of the T-shaped steel cage are designed according to the width requirements of the main wall and the tie wall. The plug-in portion (the portion near the row plug end) 37 of the row steel cage is used to insert into the socket of the row plug joint (the space between the two wing plates on the same side and the steel mesh / transverse steel bars on the two wing plates). Its width is smaller than the width of the main part of the row steel cage to adapt to the socket requirements. Two horizontal reverse bends can be set on the transverse reinforcement to achieve the width change between the main body of the row steel cage and the plug-in portion.

[0047] The connection between the steel cages in the main wall (the main steel cage in the T-shaped steel cage) adopts a concave-convex flexible joint, with one end of the main steel cage set to be concave and the other end set to be convex. During construction, a joint pipe is placed outside the concave end 33 of the main steel cage of the T-shaped steel cage, and the joint pipe is pulled out after the adjacent slot sections are formed to allow the convex end 34 of the main steel cage of the T-shaped steel bars of the adjacent slot sections to be inserted, so as to realize the flexible connection of the two main steel cages through convex-concave matching.

[0048] The net protective layer of the main reinforcement of the steel cage can be set to 70mm or other thickness specified in the specification. A certain gap should be left between the end of the horizontal reinforcement and the joint box and the concrete joint surface. In order to ensure the thickness of the protective layer, a number of steel pads are set on the horizontal reinforcement. The center spacing of the steel pads is 3m, and there are no less than 2 pads on each surface of each row. The pads are made of 4mm thick flat steel. Other suitable methods can also be used to set the steel pads.

[0049] ii) Production of I-beam socket connector The I-beam in the plug-in connector is set upright when in use. The outer surfaces of the two wing plates are welded with steel mesh extending from both sides in the width direction (corresponding to the horizontal direction of the wall surface at the corresponding part). The steel mesh is usually composed of a number of transverse bars and a number of longitudinal bars / vertical bars cross-connected, or it can be a number of transverse bars distributed up and down. No longitudinal bars are provided to connect them to form a mesh structure. One or more longitudinal bars (or oblique bars) can be welded to connect the transverse bars into a whole to facilitate operation. The steel bars and distribution method on the steel mesh can be consistent with the steel mesh on the plug-in steel cage (the steel mesh constituting the large surface). The vertical position of the steel mesh on the plug-in connector is adapted to the vertical position of the plug-in steel cage in the T-shaped steel cage to achieve the required overlap. The length of the steel mesh (the dimension in the length direction of the wall) can be appropriately set according to the overlap length requirements to meet the overlap requirements. In one example, the steel mesh uses Ф25 steel bars, the mesh length is 870mm, the width (vertical dimension) is 660mm, and the I-beam height is 15.5m.

[0050] In order to prevent the concrete from flowing around during the pouring process, a stop plate (or stop plate) 27 is provided on the plug connector. For example, a thin iron sheet with a thickness of 0.2 mm and a width of 1000 mm is laid on the outer sides of the two wing plates and the steel mesh of the I-beam, and is compacted with a fixed steel bar (pressed bar) 28 with a diameter of 10 mm and fixed to the outer side of the wing plate of the I-beam. The upper and lower ends of the press bar can be welded to the wing plate.

[0051] In addition, a joint box matching the row plug connector is also prepared. For the first slot section, the joint box is hung on the other side of the row plug connector to resist the pressure of the concrete on the row plug connector and ensure the stability of the row plug connector during the pouring process. The joint box is a box body (columnar) adapted to the socket of the row plug connector. When in use, the row plug connector is inserted into the socket on the corresponding side (between the two wing plates and the steel mesh connected to the two wing plates). The inner end of the joint box is against the waist plate 22 of the I-beam, and the outer side of the joint box (facing away from the row plug connector) The steel plate is located outside the socket of the row plug connector, and its width (the size in the direction of the wall width) is greater than the width of the main part of the joint box, which is roughly equal to the slot width. After being hoisted into place, fill the gap on the back side of the joint box (the gap in the slot) with sand and gravel to support the joint box and prevent the joint box from moving or tilting.

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

[0053] Precautions for making and setting steel cage and socket joints: i) The reinforcement cage is made according to the reinforcement diagram of the ground-connected wall (e.g., anti-collision wall) and the division of the unit slot segment; ii) The main reinforcement of the wall is connected by mechanical connection method in accordance with the "General Technical Code for Mechanical Connection of Reinforcement" (JGJ107-2016). The spacing between the main reinforcement joints is greater than 1000mm, and the number of joints in the same connection area shall not exceed 50% of the total number; iii) If the wall is required to have embedded parts, the elevation error of the embedded parts shall not exceed 10mm; iv) The longitudinal main reinforcement at the lower end of the steel cage should be bent inwards to prevent the steel bars from scratching the slot wall during hoisting, but the degree of inward bending should not affect the insertion of the conduit for pouring concrete; v) When making the steel cage, the position of the conduit used for pouring concrete must be determined in advance. Since this part of the space needs to be connected from top to bottom, it can be reinforced by adding stirrups and connecting bars around it according to actual needs; vi) To prevent the steel bars from getting stuck in the conduit, the main longitudinal reinforcement should be placed on the inside and the horizontal reinforcement on the outside.

[0054] vii) The net protective layer of the main reinforcement of the steel cage is 70mm, and a certain gap should be left between the end of the horizontal reinforcement and the joint box and the concrete joint surface. To ensure the thickness of the protective layer, steel pads are placed on the horizontal reinforcements. The center spacing of the steel pads is 3m, and there are no less than 2 pads on each surface of each row. The pads are made of 4mm thick flat steel.

[0055] viii) For embedded parts in the wall (such as stress gauges, inclinometer tubes, water pressure gauges and other test components), they should be positioned as required and protected to ensure the survival rate of each test component.

[0056] ix) In order to prevent the concrete from flowing around during the pouring process, a slurry stop plate measure is proposed, that is, a thin iron sheet with a thickness of 0.2mm and a width of 1000mm is laid longitudinally on the wing plates on both sides of the I-beam near the steel bars, and is compacted and fixed on the I-beam with steel bars with a diameter of 10mm.

[0057] x) If the impact wall is required to have embedded parts, the elevation error of the embedded parts shall not exceed 10mm.

[0058] xi) The longitudinal main reinforcement at the lower end of the steel cage should be bent inwards to prevent the steel bars from scratching the slot wall during lifting, but the degree of inward bending should not affect the insertion of the conduit for pouring concrete.

[0059] xii) When making the steel cage, the position of the conduit used for pouring concrete must be determined in advance. Since this part of the space needs to be connected from top to bottom, stirrups and connecting bars are required around it for reinforcement.

[0060] xiii) To prevent the steel bars from getting stuck in the conduit, the main longitudinal reinforcement should be placed on the inside and the horizontal reinforcement on the outside.

[0061] xiv) The net protective layer of the main reinforcement of the steel cage is 70mm, and a certain gap should be left between the end of the horizontal reinforcement and the joint box and the concrete joint surface. To ensure the thickness of the protective layer, steel pads are placed on the horizontal reinforcements. The center spacing of the steel pads is 3m, and there are no less than 2 pads on each surface of each row. The pads are made of 4mm thick flat steel.

[0062] xv) For embedded parts in the impact wall, such as stress gauges, inclinometer tubes, water pressure gauges and other test components, they should be positioned as required and protected in cooperation with relevant units to ensure the survival rate of each test component.

[0063] xvi) To prevent concrete from flowing around during pouring, a stop plate measure can be used, that is, a thin iron sheet with a thickness of 0.2mm and a width of 1000mm is laid longitudinally on the wing plates on both sides of the I-beam near the steel bars, and fixed to the I-beam with steel bars with a diameter of 10mm.

[0064] 2) Ground hardening and guide wall construction The guide wall is an important measure to guide the trenching equipment. The quality of its completion directly affects the axis and elevation of the anti-collision wall. The guide wall is also an important measure to store the slurry to stabilize the liquid level, maintain the stability of the upper soil, and prevent soil collapse.

[0065] The guide wall adopts cast-in-place reinforced concrete structure, and the concrete is C30. The cross section of the single-side guide wall is inverted L shape. In one example, the guide wall thickness is 0.2m, the guide wall clear height is 1.7m, the clear distance is 0.85m, the reinforcement is C12@200 single-layer steel mesh, and the steel bars are connected by binding.

[0066] The guide wall can be divided into sections and numbered: after the guide wall construction is completed, the dividing lines are immediately drawn on the top surface of the guide wall, and the numbers of the unit slot sections are marked with red paint; at the same time, the elevation of the top of each wall is measured and marked on the construction drawing for easy reference.

[0067] 3) Trench construction In order to determine the construction technology, mud ratio and other process parameters of the impact wall in a targeted manner, the stratum should be carefully studied when the impact wall construction begins. After the trench is formed, the verticality of the trench section, sediment thickness, trench wall stability and other construction parameters should be tested in detail. These data can be used to adjust and guide the future impact wall construction.

[0068] i) Mud preparation Mud is one of the most fundamental measures to ensure the stability of the anti-scour wall trench wall. Depending on the geological conditions, bentonite mud can be used, which is composed of bentonite and water.

[0069] ii) Construction of mud system During the use of mud, the quality may deteriorate and it needs to be treated by adding new mud or additives. If it does not meet the standards after treatment, it must be discarded. Since the mud in the mud pool will precipitate after being placed for a long time, each mud pool is equipped with a self-circulation device.

[0070] The mud properties should meet the requirements. In one embodiment, it can be made by mixing bentonite and tap water as main raw materials.

[0071] Before using the wall protection mud, indoor performance tests should be carried out, and the mud indicators should be adjusted in time according to the monitoring data during the construction process. If the stability of the trench wall soil cannot be met, the mud indicators must be adjusted.

[0072] iii) Mud storage According to the actual situation on site, mud pools can be set up for mud storage. The number of mud pools depends on actual needs, and the capacity of the mud pool should be able to meet the mud consumption during trench construction.

[0073] iv) Mud circulation Mud separators and mud pumps are used for separation and transportation during the circulation process, and the transportation pipeline can be mainly a hose.

[0074] v) Separation and purification of mud After the mud is used for one cycle, the mud purification device is used to remove sand from the mud, and new mud is added to adjust the circulating bentonite mud to increase the reuse rate of the mud. The method to improve the technical indicators of the mud is to add barite powder, caustic soda, sodium clay, etc. to the purified mud so that the purified mud can basically restore its original wall protection performance.

[0075] vi) Mud treatment During the construction of the anti-collision wall, due to site restrictions, the on-site reserve mud trucks need to be ready to transport mud at any time. For the deteriorated mud stored in the waste mud pool, the closed mud tank trucks are used to transport it to the designated location; as the anti-collision wall construction progresses, all the mud required for the anti-collision wall trench construction is transported out.

[0076] vii) Mud construction management During the trenching operation, the mud level in the trench should be maintained at the highest level that does not cause the mud to overflow, and must be more than 1m above the groundwater level. When the trenching operation is suspended, the mud surface should not be lower than 50cm below the top of the guide wall.

[0077] viii) Trench construction Before trenching, first inject mud into the guide wall and position the hydraulic grab bucket at the trench section to be constructed. When grabbing the trench, the bucket teeth of the hydraulic grab bucket are fully opened and aligned with the edge of the trench section, and grab the trench bottom directly; during trenching, in order to control the impact on adjacent structures and pipelines and the stability of the trench wall, interval construction is adopted between the trenching of unit trench sections, and the construction sequence of the unit trench sections is first the two sides, then the middle (standard trench section). While trenching, add mud to the trench in time. After the trenching reaches the designed elevation, move the machine to start the bottom cleaning work. The excavated soil from the trenching is promptly transported to the designated dump site by a sealed tank truck or loader.

[0078] During trench section construction, attention should be paid to controlling verticality, controlling the position of the grab bucket through the guide groove, and adjusting the inclination of the grab bucket in time according to the computer of the hydraulic trenching machine.

[0079] Use T-shaped unit slot segments to divide the H-shaped wall unit into two T-shaped unit slot segments (see Figure 3 instance).

[0080] Use a construction sequence with jump intervals. For example, Figure 3 In the example, for any two adjacent unit slot segments, the slot segment marked S1 can be constructed first, and then the slot segment marked S2 can be constructed.

[0081] In the unit slot segment, for the same straight segment, check the two sides first and then the middle; for the two intersecting straight segments, check the long segment first and then the short segment.

[0082] 4) Brushing walls and cleaning holes After trenching to the designed elevation, the mud in the trench is cleaned and replaced. The trench is cleaned after standing for 30-60 minutes after the trench section is excavated. The mud and sand at the bottom of the trench are removed by a trenching machine. The depth of the trench cleaning is not less than the trenching depth, and the mud is replaced. After the hole is cleaned, the mud meets the design requirements, that is, the sediment thickness is less than 100mm. One hour after the mud replacement of the unit trench section is completed, the mud density at 500-1000mm at the bottom of the trench is less than 1.15g / cm 3If the steel bar lowering time exceeds 4 hours, the sediment thickness needs to be tested. If it does not meet the design requirements, secondary cleaning is required, using pump suction or air lift.

[0083] The second phase of hole cleaning and slurry replacement can adopt the air lift reverse circulation process. After the hole is made, the drilling rig is removed and the hole cleaning equipment is installed. The slag discharge pipe adopts a Ф200mm steel pipe and is connected with a flange. The air duct adopts a Ф50mm high-pressure rubber hose and the joint is tied with lead wire. The mixer is lowered to a suitable distance from the bottom of the hole, and the air compressor is turned on. The slag is discharged from the slag outlet. Note that the slag outlet should not be facing people to avoid hurting people, or the slag discharge pipe is connected to the cyclone desander to directly purify the cleared slurry. The air pressure of the air compressor is controlled at 0.5Mpa, and the air volume is controlled at 7m 3 / min, until the mud and sediment in the slot hole meet the specification requirements, the next step of pouring can be carried out. The insufficient mud in the slot is supplemented by the mud in the slurry storage tank.

[0084] You can first use a wall brush to enter the trough and brush the mud on the I-beam part of the trough section joint up and down until the steel brush is free of mud. Then clean the hole and make sure the thickness of the base sediment meets the requirements.

[0085] 5) T-type steel cage and socket joint hoisting In order to ensure that the steel cage has a certain rigidity and prevent deformation during hanging, two inverted U-shaped reinforcement bars can be set at the hanging point, one hanging point and one cross bar point. Both ends of the reinforcement bar should be firmly welded to the longitudinal reinforcement.

[0086] The steel cage is hoisted as a whole at one time. When processing the steel cage, the hoisting points should be set according to the weight, size and hoisting method of the steel cage, and the hoisting should be carried out strictly in accordance with the contents of the hoisting plan to ensure safety during hoisting.

[0087] The steel cage is placed in the slot using a main crane / crane (for example, a 100-ton crawler crane) and an auxiliary crane (for example, a 60-ton crawler crane). After the main and auxiliary cranes lift the steel cage vertically off the ground, remove the auxiliary hook, align it with the slot section, and slowly lower it into the slot wall. When it reaches the top of the guide wall, use a steel shoulder pole to pass through the top of the steel cage and place it on the top of the guide wall. Then, hang the main hook on the lifting rod, lift the steel cage down to the designed elevation, and finally support the steel cage with a steel shoulder pole and place it on the top of the guide wall.

[0088] If it is the first slotting section, the strip connector should be hoisted at the same time.

[0089] If it is a closed slot section, you should first pull out the power strip connector.

[0090] When the steel cage enters the slot, the center of the lifting point must be aligned with the center of the slot section. Be careful not to cause the crane arm to swing or other influences to cause the steel cage to swing laterally, so as to avoid collapse of the horizontal wall.

[0091] After the steel reinforcement cage is placed in the trench, check whether the elevation of its top conforms to the design requirements, and then fix it on the guide wall.

[0092] If the steel reinforcement cage cannot be inserted smoothly into the trench, it should be lifted out again. After finding out the reason and solving the problem, lift it and place it again. When necessary, repair the trench. The steel reinforcement cage should not be inserted into the foundation trench in a free-fall manner, 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.

[0093] For the first-opened trench section, after the steel reinforcement cage and the row-inserted joint are lifted and placed, lift and place the joint box, place the joint box on the other side of the row-inserted joint, lift 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 trench gap outside the joint box and the joint pipe respectively to avoid / prevent the lateral pressure generated during concrete pouring from moving the joint box, the joint pipe or the steel reinforcement cage. The particle size of the crushed stones can be 10-15 cm.

[0094] For the closed trench section, after the steel reinforcement cage is lifted and placed, lift 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 trench gap outside the joint pipe to avoid / prevent the lateral pressure generated during concrete pouring from moving the joint box, the joint pipe or the steel reinforcement cage. The particle size of the crushed stones can be 10-15 cm.

[0095] In an example, the steel reinforcement cage of the 6m first-opened section (double I-beams) weighs 9.5t. Multiple lifting points are set. The first one is set 1.5m downward from the top of the steel reinforcement cage, with 2 lifting points set at the upper and lower parts respectively, and the main crane is responsible for lifting; the second one is set 8m downward from the first one, with 2 lifting points set at the upper layer, the third one is set 3.0m downward from the second one, with 2 lifting points set at the upper part, the fourth one is set 8m downward from the third one, with 2 lifting points set at the upper part, the fifth one is set 5.0m downward from the fourth one, with 2 lifting points set at the upper part, and the fourth and fifth ones are responsible for lifting by the auxiliary crane.

[0096] In an example, "["-shaped supporting 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 adopts a "U" shape. Each lifting point and lifting ring of the steel reinforcement cage adopts round steel of Φ25, which is welded between 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 weld seam is full and crack-free, the bending shape is regular, and the elevation of the lifting rings in the same row is basically the same, without excessive differences. The second to fourth main lifting rings are made of Φ25 round steel by hot bending into a "[" shape, and 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 ring and the truss bar are fully welded, and the weld seam length shall not be less than 10d. The effective thickness of the weld seam shall not be less than 0.3 times the diameter of the main bar; the weld seam width shall not be less than 0.8 times the diameter of the main bar. The horizontal distribution bars and the main bars shall be double-sided spot welded at the intersection positions within 1m in all directions of the lifting point. The transverse truss bars and the two sides of the main bars shall be spot welded.

[0097] Docking of T-shaped steel cages: The two T-shaped steel cages corresponding to the two sides of the I-shape are called steel cage A and steel cage B respectively. First, excavate the unit slot section A of steel cage A (which can be called the first slot section), and lift the steel cage A and the plug-in connector together to the set position in the unit slot section A. The slot length corresponding to the tie wall in the unit slot section A should be suitable for the placement of steel cage A (the plug-in steel cage of steel cage A) and the plug-in connector. The row end of steel cage A is inserted into the corresponding side socket of the row joint, the joint box is hoisted to the other side of the row joint, and plugged into the socket on the other side of the row joint, and the gap on the outside (the other side of the row steel cage away from steel cage A) is filled, and then the concrete pouring of slot section A is implemented. After the pouring is completed, the unit slot section B (which can be called a closed slot section) of steel cage B is excavated, the joint box is pulled out, and steel cage B is hoisted into slot section B. The row end of steel cage B is inserted into the corresponding side socket of the row joint, thereby realizing the row steel cage connection of steel cage A and steel cage B through the row joint to form the built-in steel bars of the tie wall. After setting the joint pipe and backfilling the gap, the concrete pouring of slot section B is implemented to complete the construction of the I-shaped wall.

[0098] 6) Catheter placement i) The conduit is made of 200mm-350mm steel pipe, and each section of the conduit is connected by threaded connection, and the joints should be sealed with rubber gaskets. When the pipe sections are spliced, the joints should be sealed and firm. The conduit should be assembled and pressure tested before use, and the test water pressure should be 0.6~1.0MPa. Prevent the conduit from leaking when pouring concrete.

[0099] ii) The connected conduit must be tested for air tightness before use, and the test pressure must be no less than 1.3 times the pressure of the mud density in the hole depth.

[0100] iii) The horizontal spacing of the conduits shall not exceed 3m, and the distance from the ends of both sides of the trough section shall not exceed 1.5m. The bottom of the conduit shall be 30-50cm away from the bottom of the hole, and the top shall be fixed on the guide wall with a casting frame. The conduit shall be at least 0.5m higher than the top of the crown beam. After the conduit is installed, check the specific gravity and viscosity of the mud in the trough, and the thickness of the sediment at the bottom of the wall. If it exceeds the standard, use the conduit and the gap of the steel cage for secondary bottom cleaning. There are 3 conduits arranged in the plane, 2 along the river axis, and 1 T-head.

[0101] iv) Before pouring concrete for each trench section, no less than 6 sonic detection pipes should be arranged with a spacing of no more than 1.5m, including one T-head. The wall thickness of the sonic detection pipe should be no less than 1mm. The diameter of the steel pipe should be 50mm, and the sonic detection pipe should be 100mm higher than the concrete.

[0102] 7) Concrete pouring i) Concrete pouring must start within 4 hours after the bottom is cleaned and the slurry is replaced. Concrete for the anti-collision wall should be poured first, and when the concrete level reaches the tie wall position, the tie wall concrete should be poured simultaneously.

[0103] ii) Commercial concrete shall be used, the mix ratio shall meet the design requirements, and the slump shall be 20cm±2cm. A mixer truck shall be used for transportation. According to the design requirements, all indicators of concrete shall meet the design and specification requirements.

[0104] iii) Before pouring the slot concrete, carefully prepare the pouring plan and reasonably match the conduit according to the specific depth and length of the slot. The pouring length of the slot section of this project is 6.0m, and 3 sets of conduits are configured. Before pouring concrete, the pouring derrick must be firmly erected, the conduit is placed in the slot of the center hole of the pouring derrick, and the storage hopper is placed on the top of the conduit.

[0105] iv) Concrete pouring is directly unloaded into the concrete conduit by the concrete mixer truck. During pouring, a ball 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 buried depth of the conduit is not less than 2m. The pouring should be carried out continuously, the top surface of the concrete on the left and right sides should be roughly flat, and the height difference between any two points should not be greater than 50cm. The pouring depth should be measured in time with a measuring rope, and the concrete rising speed and pouring volume should be calculated. The conduit should be lifted in time during the pouring, and the pouring should be 50cm above the designed top surface. The conduit should be pulled out and the pouring is completed.

[0106] v) During the concrete pouring process, the rising speed of the concrete surface is controlled at 3m / h~5m / h; the depth of the lower end of the conduit inserted into the concrete should be controlled at 2~6m, and should not be too deep or too shallow. The deeper the insertion depth, the wider the impact range of concrete squeezing, and the denser and stronger the concrete in the deep part. However, it is easy to deposit too much coarse aggregate in the lower part, and more mortar accumulates on the concrete surface. If the conduit is inserted too shallowly, the concrete is pushed and spread, and the mud is easily mixed into the concrete and affects 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.

[0107] vi) When the concrete is poured near the top of the anti-collision wall and the concrete in the conduit is not easy 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 conduit cannot exceed 30cm.

[0108] vii) During the pouring process, the conduit must not move laterally, otherwise sediment or mud will be mixed into the concrete.

[0109] viii) Concrete pouring should be continuous without long interruptions. Generally, an interruption of 5 to 10 minutes is allowed, and the longest interruption is only 20 to 30 minutes to ensure the uniformity of concrete. The principle of construction should be to complete the pouring within 1.5 hours after the concrete is mixed.

[0110] ix) During the pouring process, the height of the concrete rise should be measured frequently with a hammer. Since the concrete rise surface is generally not horizontal, measurements should be taken at more than three locations to determine the length of the removal guide.

[0111] x) There is a layer of floating slurry on the top of the anti-collision wall after pouring, so the top surface of the concrete needs to be poured more than 0.5m higher than the design elevation.

[0112] xi) When pouring concrete, especially when the concrete is just about to bury the steel cage, the speed should be slow. If necessary, measures should be taken to prevent the steel cage from floating up.

[0113] xii) Construction sequence / steps of pouring: erecting concrete pouring derrick – configuring conduit (length and spacing) – setting up conduit frame – laying orifice cover plate – laying down conduit – placing storage hopper – placing bladder – pouring concrete – removing conduit.

[0114] 8) Treatment of impact wall joints In any two adjacent unit slots, in a slot of the first phase (for example, Figure 3 After pouring is completed (for example, the trough section marked as S1), the soil layer with concrete flowing around in 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.

[0115] When the anti-collision wall is formed into a trench, the grab bucket must be accurately positioned to prevent misalignment. Figure 3 (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.

[0116] 9) Crown beam casting 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.

[0117] 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.

[0118] 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.

[0119] The construction of the prepared collapse body 60 is implemented after the construction of the underground anti-collision wall is completed. The earth of the front underground continuous wall is excavated according to the needs of setting up the prepared collapse body to form the foundation plane required for placing the prepared collapse body, and then compacted. The prepared collapse body monomers 61 (for example, a four-sided pyramid-shaped concrete block with flat upper and lower surfaces) are regularly arranged into multiple layers. The vertical orientations / postures of adjacent prepared collapse body monomers on the same layer are opposite, so that the adjacent surfaces of adjacent prepared collapse body monomers are fitted together. The prepared collapse body monomers are provided with multiple through holes 65 in the front-to-back direction, the up-down direction, and the left-to-right direction. Through these through holes, the prepared collapse body monomers are connected together in these directions with ropes, and then backfilled and compacted. If necessary, the embankment surface is set to an earth embankment, a stone embankment or a concrete embankment structure.

[0120] The construction of the prepared body includes: Excavate the site for setting up the prepared landslide body, and manually lay non-woven fabrics on the surface for setting up the prepared landslide body. When laying on site, first level the foundation and clean up the debris in the site. The rolled geotextile should be smooth, with appropriate tightness, should be close to the ground, and should avoid tension, folding, wrinkles, etc. At the same time, attention should be paid to protection during construction to avoid scratching or puncturing the non-woven fabric, and damaged parts should be repaired in time.

[0121] Before laying non-woven fabrics, the products should be re-inspected and the quality must be qualified. Non-woven fabrics that are torn, creep, aged, or too thin in some areas shall not be used.

[0122] After the non-woven fabric is laid and accepted, the concrete precast block slope construction is carried out. First, the construction measurement and layout are carried out. A control section is arranged every 20 meters along the direction of the embankment line. Piles are driven at the foot, middle and top of each section, and the thickness of the concrete precast block slope protection and the position of the foot and top angles are marked. The slope thickness, upper and lower foot positions and depth are checked after being tightened with nylon wire. When it meets the design requirements, the concrete precast block slope protection can be built.

[0123] The precast concrete blocks used as the single units of the prepared collapse body are transported on site by small transport vehicles. The precast concrete blocks are constructed by manual labor and machinery. The masonry of the precast concrete blocks is carried out by a team of one master worker (mason) and two strong workers.

[0124] The precast concrete blocks (collapse-proof monomers) are laid from bottom to top. The hexahedrons are connected to each individual block with steel bars or steel wire ropes and are firmly connected to ensure that the individual blocks will not fall off under terrain scouring and deformation conditions. The blocks are connected as a whole, and the masonry is tightly interlocked, with staggered joints and no through seams. Stacking and floating plugs are not allowed, and the masonry surface should be kept flat and beautiful.

[0125] The prepared collapse body can reduce the local scouring depth on the water-facing side of the underground anti-scouring wall structure (rigid structure). Usually, three layers of prepared collapse bodies can be buried in front of the underground main wall to effectively resist flood scouring, forming a rigid and flexible flood control structure to ensure the safety of the embankment.

[0126] The cantilever retaining wall is implemented after the prepared collapse body is set and backfilled. Before pouring the cantilever retaining wall foundation and the cantilever retaining wall, earthwork is excavated according to the existing technology and support is carried out when necessary. Auxiliary facilities such as drainage pipes 55 are arranged on the cantilever retaining wall according to actual needs.

[0127] 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. Combined dike system, with underground anti-collision wall structure, characterized by A collapse-preparation body located underground is arranged on the front side of the underground anti-collision wall structure, and the collapse-preparation body is formed by a plurality of collapse-preparation body monomers being regularly stacked.

2. The combined defense system according to claim 1, characterized in that The prepared collapse body monomers are provided with through holes penetrating front and back, through holes penetrating up and down, and through holes penetrating left and right. The prepared collapse body monomers are tied together by ropes passing through the through holes on the prepared collapse body.

3. The combined defense system according to claim 1, characterized in that The underground anti-collision wall structure is provided with a main wall, which is an underground continuous wall. There are two main walls, which are parallel to each other, and a plurality of tie walls are distributed between the two main walls.

4. The combined defense system according to claim 3, characterized in that The steel bar cages in the main wall and the tie wall adopt T-shaped steel bar cages, and the T-shaped steel bar cages include a main steel bar cage located in the main wall on one side and a row of steel bar cages located in the tie wall. The row of steel bar cages of the two T-shaped steel bar cages located in the same tie wall are connected by a row of joints to jointly constitute the steel bars in the tie wall. The row of joints includes an I-beam, and the I-beam 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 lateral sides of the wing plate, and the steel mesh extends laterally from the corresponding side of the wing plate and overlaps the outer side of the row of steel bar cages of the T-shaped steel bar cage on the corresponding side. A plug-in part is provided on the row of steel bar cages of the T-shaped steel bar cage, 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 main walls corresponding to each side.

5. The combined defense system according to claim 4, characterized in that Both wing plates of the I-beam are provided with stop grout plates, and the stop grout plates extend from at least one side of the wing plate.

6. The combined defense system according to claim 4, characterized in that The width of the plug-in portion of the row of inserted steel bars cage is smaller than the width of the main portion of the row of inserted steel bars cage, and a transition section with a gradually decreasing width is provided between the main portion of the row of inserted steel bars cage and the plug-in portion.

7. The combined protection system according to any one of claims 1 to 6, characterized in that A cantilever retaining wall is arranged on the underground anti-collision wall structure, and the main body of the cantilever retaining wall is located on the ground.

8. The combined defense system according to claim 7, characterized in that The cantilever retaining wall is provided with a cantilever retaining wall foundation, the top of the underground anti-collision wall structure contacts the bottom surface of the cantilever retaining wall foundation, and the contact parts between the two are bonded together.

9. The construction method of the combined dike system according to any one of claims 1 to 8, characterized in that The construction of the underground impact wall structure is implemented first. After the underground impact wall structure is cast, the collapse preparation body and the cantilever retaining wall are constructed. The collapse preparation body is set at the front side of the underground impact wall structure, and the cantilever retaining wall is set on the top of the underground impact wall structure.

10. The construction method of the combined dike system according to claim 9, characterized in that In the construction of the underground anti-collision wall structure, 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, one of which 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 bar cage and the row plug joint are hoisted into the groove together, and the plug-in part of the row plug steel bar cage is inserted between the two wing plates on the corresponding sides 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 sides and the two steel mesh sheets extending from the two wing plates respectively. Between the reinforcement mesh sheets, the inner end of the joint box is against the waist plate of the I-beam, and the joint pipe is hoisted to the concave end side of the T-shaped steel cage to the main 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 groove on the outside of the joint box is filled, and the groove on the outside of the joint pipe is filled, and concrete is poured; after the construction of 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. The inner side of the joint pipe is located in the concave vertical surface of the end of the main steel cage. The groove 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.

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