Double-row impingement wall provided with concrete tie plates

Abstract

The utility model relates to a double-row scour prevention wall provided with concrete tie plates, two main wall bodies are both underground diaphragm walls, a plurality of tie walls are distributed between the two main wall bodies, reinforcement cages in the main wall bodies and the tie walls are T-shaped reinforcement cages, the T-shaped reinforcement cages comprise main body reinforcement cages located in the main wall bodies on one side and extension socket reinforcement cages located in the tie walls, and the extension socket reinforcement cages are arranged in the main wall bodies on the other side. The extension socket reinforcement cages of the two T-shaped reinforcement cages located in the same tie wall are connected through extension socket connectors, the extension socket connectors are provided with reinforcement meshes and grout stopping plates used for lap joint, the tops of the two main wall bodies are provided with unified top beams, and the two main wall bodies are divided into a plurality of T-shaped unit groove sections during construction. And after construction of the first open groove section is completed, construction of the closed groove section is implemented, and after construction of the two main wall bodies is completed, crown beam construction is carried out. The two underground diaphragm walls are firmly connected into a whole through the top beam and the middle tie wall, and the strength of the underground diaphragm walls is greatly improved.

Description

TECHNICAL FIELD

[0001] The utility model relates to double-row anti-scouring wall with concrete tie plate. BACKGROUND

[0002] The existing embankment structures include various forms such as earth embankment, stone embankment, concrete embankment and reinforced concrete embankment. Among them, the earth embankment is mainly formed by layered filling and compaction of earth materials, is a relatively traditional and widely used embankment form, is convenient to obtain materials, and can utilize the earth materials 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 and masonry. The stone embankment is built by block stones or strip stones. It has good anti-scouring capacity and stability, and is often used in river sections with fast water flow and strong scouring effect; but the cost of mining, transporting and masonry of stones is relatively high, and the construction progress can be relatively slow. The concrete embankment is formed by pouring concrete, which 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 high, and the concrete construction has high requirements for formwork, equipment and other aspects, 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 loads and more complex stress conditions, such as when the embankment top is used to build traffic roads or place large flood control equipment; 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 roles within their respective adaptation ranges, but they all have certain limitations, and more solid and reliable embankment structures need 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 embankment structures. At present, the underground continuous wall is mostly in the form of a straight line or L-shaped structure, and there is no intersection of multiple wall bodies in the wall body. However, especially for some river channels, this straight line or L-shaped structure still cannot meet the standard of once in a thousand years. CONTENT OF THE UTILITY MODEL

[0003] The utility model aims to construct a solid and reliable embankment structure.

[0004] The utility model discloses a double-row anti-scour wall with concrete tie wall, which comprises a main wall body, a plurality of tie walls are distributed between two main wall bodies, a T-shaped reinforcement cage is arranged in the main wall body and the tie wall, two T-shaped reinforcement cages in the same tie wall are connected through a row and column joint, and the T-shaped reinforcement cage in the main wall body and the T-shaped reinforcement cage in the tie wall are combined to form a reinforcement cage in the main wall body and the tie wall.

[0005] The main wall body can be a reinforced concrete structure.

[0006] The main wall body can be an underground continuous wall.

[0007] At least a part of the tie wall is a reinforced concrete structure, and can be provided with or without a plain concrete structure.

[0008] The tie wall is perpendicular to the two main wall bodies connected thereto (the part of the main wall body connected to the tie wall).

[0009] Further, the steel mesh is provided with a plurality of horizontal bars (horizontal steel bars) distributed upwards and downwards, and can be provided with or without longitudinal bars (longitudinal / vertical steel bars) intersecting with the horizontal bars to form a mesh structure. In the case where the longitudinal bars are not provided, one or more vertical (longitudinal) or oblique (not parallel to the horizontal and longitudinal directions) steel bars can be arranged to fixedly connect the horizontal bars to form a whole, so as to facilitate on-site operation.

[0010] Preferably, the inner end of the steel mesh (for example, the inner end of each horizontal bar) is welded to the outer side of the corresponding wing plate.

[0011] Generally, the specifications and intervals of the horizontal bars on the steel mesh are consistent with those of the horizontal bars on the row and column steel bars of the T-shaped reinforcement cage.

[0012] Preferably, the I-shaped steel is provided with a stopper piece (or stopper plate) on each of the two flange plates, which extends (transversely extends) at least from one side (transverse side) of the flange plate, and can also extend from both sides, to facilitate on-site operation.

[0013] The stopper piece is rectangular, and should have moderate flexibility to adhere to the groove wall under the pressure of injected concrete. For example, the stopper piece can be a rectangular thin iron sheet.

[0014] Further, the main reinforcement cage and the row-insert reinforcement cage of the T-shaped reinforcement cage are both rectangular cages, to adapt to the wall (main wall or tie wall).

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

[0016] Preferably, the two ends (transverse ends / ends in the length direction of the main wall) of the main reinforcement cage of the T-shaped reinforcement cage are respectively in a facade concave shape (concave shape throughout the facade of the end) and a facade convex shape (convex shape throughout the facade of the end), which can be respectively referred to as a concave end or a convex end.

[0017] Further, adjacent main reinforcement cages in the same main wall are connected (softly connected) through adjacent concave ends and convex ends.

[0018] Preferably, the facade concave shape and the facade convex shape are both in a fold surface shape with edges in the middle, and the angles can be generally equal or similar, to realize the socket type soft connection of the two ends of adjacent main reinforcement cages.

[0019] The double-row anti-scour wall provided with the concrete tie wall can be constructed by the following method: the main wall body and the tie wall are grooved and poured together, in the grooving process, a plurality of T-shaped unit groove sections are divided, the groove sections for pouring the same tie wall belong to two opposite T-shaped groove sections, one is a first-grooving section (the first-grooving section of the two opposite T-shaped groove sections), and the other is a closing section (the closing section of the two opposite T-shaped groove sections), in the two opposite T-shaped groove sections involving the same tie wall, the first-grooving section is excavated first, after the grooving is completed, the T-shaped steel reinforcement cage and the row-insert joint are hoisted and placed into the groove, the insertion part of the row-insert steel reinforcement cage is inserted between the two wing plates (the wing plates of the I-beam) on the corresponding side and the two steel mesh sheets respectively extending from the two wing plates, the joint box is hoisted and placed into the groove outside the row-insert joint (facing away from / away from the side of the T-shaped steel reinforcement cage), the insertion part of the joint box (the main body part of the joint box) is inserted between the two wing plates (the wing plates of the I-beam) on the corresponding side and the two steel mesh sheets respectively extending from the two wing plates, the inner end of the joint box (facing the end of the web plate of the I-beam of the row-insert joint) abuts against the web plate (or web plate) of the I-beam, the joint pipe is hoisted and placed into the groove on the concave end part side of the T-shaped steel reinforcement cage to the main steel reinforcement cage (on the outside of the concave end part), the inner side of the joint pipe is located in the vertical concave shape of the end part of the main steel reinforcement cage, the gap of the groove outside the joint box (the gap between the outer end face of the joint box and the groove wall) is filled, the gap of the groove outside the joint pipe (the gap between the outer side of the joint pipe and the groove wall) is filled, and the concrete is poured; after the construction of the first-grooving section is completed, the closing section is excavated, after the grooving is completed, the joint box is pulled out, the T-shaped steel reinforcement cage is hoisted and placed into the groove, the joint pipe is hoisted and placed into the groove on the concave end part side of the T-shaped steel reinforcement cage to the main steel reinforcement cage (on the side of the concave end part), the inner side of the joint pipe (facing the side of the main steel reinforcement cage) is located in the vertical concave shape of the end part of the main steel reinforcement cage, the gap of the groove outside the joint pipe is filled, and the concrete is poured; after the construction of the two main wall bodies is completed, the crown beam pouring is implemented.

[0020] Preferably, in the case that the row-insert joint is provided with the stopper sheet on only one side (the transverse side), the side faces the T-shaped steel reinforcement cage of the first-grooving section.

[0021] Before hoisting the T-shaped steel reinforcement cage, if it involves the connection with the completed groove section of the same main wall body, the joint pipe on the adjacent side of the completed groove section (if any) is pulled out.

[0022] The groove cleaning should be implemented according to the actual needs.

[0023] The mud should be injected, the mud circulation and supplement should be implemented according to the actual needs.

[0024] The guide wall should be set before the grooving construction according to the actual needs.

[0025] The beneficial effects of this utility model are as follows: Because two rows of main walls are set up as erosion barriers, and the two rows of erosion barriers are firmly connected into one unit by a top cap beam and a middle tie wall, the strength of the erosion barriers is greatly improved. Because vertical I-beams are used as the main body of the plug-in joint, and steel mesh extending to both sides is set on the two flanges respectively, the plug-in ends of the T-shaped steel cages on both sides can be connected to the plug-in joint through a socket connection. The steel mesh extending from the joint overlaps the outside of the corresponding side steel cage, meeting the lap length requirements of the main reinforcement and achieving a reliable connection between the steel cage and the joint. Because at least one side of the plug-in joint has a grout-stopping plate on the outside of the steel mesh, when the side of the plug-in joint with the grout-stopping plate faces the steel cage in the first slot section, the injected concrete... The soil pushes the grout-stopping plate against the trench wall, blocking the corresponding flow channels of the concrete, effectively avoiding flow around and ensuring construction quality. Due to the use of T-shaped trench sections, the connection between the two T-shaped steel cages in the middle of the tie wall is achieved through the plug joint. This not only ensures the tie wall's connection and support to the main walls on both sides, but also greatly facilitates the trenching and pouring of the I-shaped diaphragm wall, helping to improve construction efficiency and ensure project quality. Since the longitudinal reinforcement on the main wall extends into the capping beam, the connection strength between the capping beam and the main wall is enhanced, further improving stability. Attached Figure Description

[0026] Figure 1 This is a side view (cross-section) structural schematic diagram of the anti-erosion wall involved in this utility model;

[0027] Figure 2 This is a schematic diagram of the unit trench segment division and construction sequence of the trenching construction of the anti-erosion wall involved in this utility model;

[0028] Figure 3 This is a three-dimensional schematic diagram of the steel cage connection structure within the I-shaped unit of the anti-erosion wall involved in this utility model;

[0029] Figure 4 This is a side view schematic diagram of the steel cage connection structure within the I-shaped unit of the anti-collision wall involved in this utility model;

[0030] Figure 5 This is a top view schematic diagram of the steel cage connection structure within the I-shaped unit of the anti-collision wall involved in this utility model;

[0031] Figure 6 This is a top view schematic diagram of the power strip connector involved in this utility model;

[0032] Figure 7 This is a top view schematic diagram of the T-shaped steel cage involved in this utility model.

[0033] Identified in the figure: 11. main wall; 12. tie wall; 20. row of plug-in connectors; 22. I-beam waist plate; 23. I-beam wing plate; 25. steel mesh for lapping on the row of plug-in connectors; 27. stopper; 28. stopper fixing steel bar; 30. T-shaped steel cage; 31. main steel cage; 32. truss; 33. concave end; 35. convex end; 36. row of plug-in steel cage; 37. plug-in part; 40. crown beam. DETAILED DESCRIPTION

[0034] Reference Figures 1-7 This kind of underground anti-scour wall can be set at the toe of the embankment for the embankment, and can also be set at other suitable occasions. The main wall 11 is an underground continuous wall, and the number is two, which are parallel to each other. The two main walls are connected into a whole through the crown beam 40 and a plurality of tie walls 12, forming a firm underground anti-scour wall structure, so as to improve the firmness and reliability of the embankment. The plan view effect of the main wall and the tie wall can be regarded as a plurality of I-shaped units (see Figure 2 ) connected in turn, so it can be called an I-shaped anti-scour wall.

[0035] In the flat extension area, the distance between the two main walls remains equal, and at least part (a section in the vertical direction) of the tie wall (or tie plate, or partition wall) is a reinforced concrete structure with embedded steel bars. The vertical size of the tie wall can be significantly smaller than the vertical size of the main wall, and is 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 connected to the main wall on the corresponding side to form a whole. For example, in one example, the tie wall is a reinforced concrete structure at a distance of 11.5m-14.5m from the ground, and the rest is a plain concrete structure.

[0036] The top of the two main walls is provided with a uniform crown beam, which is connected into a whole frame structure through the crown beam and the tie wall. When the flood washes away the soil in front, the anti-scour wall structure can still remain stable. In one example, the anti-scour wall is 0.8m wide, 23m high, and 11m deep. Through the joint action of the underground anti-scour wall structure and the existing protection structure, the overall stability and anti-scour safety of the embankment are ensured without affecting the flood discharge capacity of the river. When the flood is washed away, it can more effectively resist the local scouring of the flood in front of the anti-scour wall structure (on the river side), ensuring the safety of the embankment. In one example, it can reach the design standard of once-in-a-thousand-years flood control.

[0037] The underground anti-scour wall structure of the utility model can be constructed by the following construction methods:

[0038] 1) Manufacturing of steel cage and row of plug-in connectors

[0039] T-shaped steel cage 30 is used, and a socket type row of plug-in connectors 20 is arranged to connect the two T-shaped steel cages.

[0040] Due to the influence of site and geological conditions, etc., it is often difficult to implement the I-shaped groove section trenching and I-shaped reinforcement cage hoisting in the field. The trench of one I-shaped wall unit is divided into two T-shaped trench sections, and the reinforcement cage is also set to T-shaped accordingly. One T-shaped trench section (which can be referred to as the first opening trench section) is constructed first, and then the other T-shaped trench section (which can be referred to as the closing trench section) is constructed. The row and insertion reinforcement cages of the two T-shaped reinforcement cages are connected through row and insertion joints 20 to form the required I-shaped section.

[0041] In the T-shaped reinforcement cage 30, the part located in the main wall body corresponds to a large rectangular reinforcement cage, which can be referred to as the main reinforcement cage 31. The part located in the tie wall (half of the tie wall) corresponds to a small rectangular reinforcement cage, which can be referred to as the row and insertion reinforcement cage 36. The end of the row and insertion reinforcement cage (the outer end in the horizontal direction) can be referred to as the row and insertion end (the row and insertion end of the T-shaped reinforcement cage). The main reinforcement cage and the row and insertion reinforcement cage in the T-shaped reinforcement cage are integrally prepared. The main reinforcement in the row and insertion reinforcement cage extends into the main reinforcement cage (which can extend to the outer side of the main reinforcement cage) and is connected (for example, welded) with the main reinforcement in the main reinforcement cage (main wall body).

[0042] The row and insertion ends of the two T-shaped reinforcement cages butted into the I-shaped section are respectively inserted into the corresponding side sockets of the row and insertion joints (between the two flange plates of the I-shaped steel on the corresponding side and the steel mesh sheet outside the two flange plates). The row and insertion joints adopt I-shaped steel (or H-shaped steel) row and insertion joints, which are provided with I-shaped steel. The two flange plates 23 of the I-shaped steel are welded on both sides with rectangular steel mesh sheets 25 for lapping with the row and insertion reinforcement cage of the corresponding T-shaped reinforcement cage. After the row and insertion ends are inserted into the row and insertion joints, the two steel mesh sheets on the corresponding side of the row and insertion joints are respectively lapped on both sides of the row and insertion reinforcement cage.

[0043] i) T-shaped reinforcement cage manufacturing

[0044] In the prior art, the main reinforcement connection of the T-shaped reinforcement cage can adopt a mechanical connection method. The spacing between the main reinforcements should be greater than 1000mm, and the number of joints in the same connection area should not be more than 50% of the total number; the longitudinal and transverse reinforcements are connected by electric welding during the processing of the reinforcement cage. A truss 32 is arranged in the reinforcement cage, the truss reinforcement adopts single-sided welding, the length is not less than 10d, the joint positions are staggered, the percentage of welded joints in the same connection section should not be more than 50%, the intersection of longitudinal and transverse truss reinforcements needs to be spot welded, all intersections within a range of 0.5m from the four sides of the reinforcement cage need to be spot welded, the lap staggering and joint inspection should meet the requirements of the reinforced concrete specification. The steel bars are guaranteed to be flat and clean, the surface is clean and free of oil stains, 50% of the internal intersections are spot welded, and 100% of the spot welding is required at the upper and lower 1m of the reinforcement cage truss and the reinforcement cage lifting point. This way of manufacturing can well guarantee the overall flatness of the reinforcement cage, and also does not affect the lifting.

[0045] The width of the main reinforcement cage of the T-shaped reinforcement cage and the row-insert reinforcement cage is designed according to the width requirement of the main wall and the tie wall. The insertion part (the part near the row-insert end) 37 of the row-insert reinforcement cage is used to insert the socket of the row-insert joint (the space between the two wing plates on the same side and the steel mesh on the two wing plates / transverse reinforcement), and the width of the insertion part is smaller than the width of the main part of the row-insert reinforcement cage, so as to meet the requirement of the socket and to adapt to the change in width between the main part of the row-insert reinforcement cage and the insertion part. Two horizontal reverse bends can be provided on the transverse reinforcement to achieve the change in width.

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

[0047] The net protection layer of the reinforcement cage main reinforcement can be set to 70 mm or other thicknesses specified in the specification. The end of the horizontal reinforcement should also leave a certain gap from the joint box and the concrete joint surface. In order to ensure the thickness of the protection layer, a plurality of steel pads are provided on the horizontal reinforcement. The center distance between the steel pads is 3 m, and there should be no less than 2 steel pads on each face of each row. The pads are made of 4 mm thick flat steel, and other suitable ways can also be used to set the steel pads.

[0048] ii) Manufacture of the I-beam row-insert joint

[0049] The I-beam in the row-insert joint is vertically arranged during use. Steel mesh is welded on the outer side of each of the two wings, extending from both sides in the width direction (corresponding to the horizontal direction of the wall surface at the corresponding position). The steel mesh is usually formed by the intersection connection of a plurality of transverse reinforcement and a plurality of longitudinal reinforcement / vertical reinforcement. It can also be a plurality of transverse reinforcement distributed vertically, without longitudinal reinforcement connected to form a mesh structure. One or more longitudinal reinforcement (or inclined reinforcement) can be welded to connect the transverse reinforcement into a whole, so as to facilitate the operation. The steel reinforcement and distribution mode on the steel mesh can be consistent with the steel mesh (constituting the large face steel mesh) on the row-insert reinforcement cage. The vertical position of the steel mesh on the row-insert joint is adapted to the vertical position of the row-insert reinforcement cage in the T-shaped reinforcement cage, so as to realize the required lap joint. The length of the steel mesh (the size in the length direction of the wall) can be appropriately set according to the lap joint length requirement to meet the lap joint requirement. In one example, the steel mesh adopts Ф25 steel reinforcement, the length of the steel mesh is 870 mm, the width (vertical dimension) is 660 mm, and the height of the I-beam is 15.5 m.

[0050] To prevent the flow of concrete around the pouring process, set the stop piece (or called stop plate) 27 on the row of insert joint. For example, on both sides of the I-beam plate and the steel mesh, each lay 1 strip of 0.2mm thick, 1000mm wide thin iron sheet, and use a diameter of 10mm fixed steel bar (pressure reinforcement) 28 to compact and fix on the outside of the I-beam plate, the upper and lower ends of the pressure reinforcement can be welded on the plate.

[0051] In addition, a joint box matched with the row of insert joint is also prepared. For the first slot section, the joint box is hung on the other side of the row of insert joint to resist the pressure of the concrete on the row of insert joint and ensure the stability of the row of insert joint during the pouring process. The joint box is a box body (cylindrical) adapted to the socket of the row of insert joint, which is inserted into the socket (between the two wing plates and the steel mesh connected on the two wing plates) on the corresponding side of the row of insert joint during use, the inner end of the joint box abuts against the web plate 22 of the I-beam, and the outer side (away from the row of insert joint side) of the joint box is located outside the socket of the row of insert joint, with a width (dimension in the direction of the wall width) greater than the width of the main body part of the joint box, and approximately equal to the slot width. After being hung in place, the gap (slot gap) at the back of the joint box is filled with sand and gravel, etc. to support the joint box and prevent it from moving or tilting.

[0052] After the slot is formed in the closed slot section, the joint box is pulled out so that the row of insert joint on this side can be inserted into the socket of the row of insert joint.

[0053] Notes for the manufacture and installation of the steel reinforcement cage and the row of insert joint:

[0054] i) The steel reinforcement cage is manufactured according to the reinforcement drawing of the diaphragm wall (e.g. impact protection wall) and the division of the unit slot section;

[0055] ii) The mechanical connection method is used for the connection of the main reinforcement of the wall, which is implemented in accordance with the General Technical Specification for Steel Bar Mechanical Connection (JGJ107-2016), the spacing between the main reinforcement joints is greater than 1000mm, and the number of joints in the same connection area should not exceed 50% of the total number;

[0056] iii) If the wall requires embedded parts, the elevation error of the embedded parts should not be greater than 10mm;

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

[0058] v) The position of the pouring concrete guide pipe should be determined in advance when manufacturing the steel reinforcement cage, as this part of the space needs to be through from top to bottom, which can be reinforced by adding stirrups and connecting bars around according to actual needs;

[0059] vi) To prevent the steel reinforcement from being stuck in the guide pipe, the longitudinal main reinforcement should be placed on the inside, and the horizontal reinforcement should be placed on the outside.

[0060] vii)The net protection layer of the main reinforcement of the reinforcement cage is 70mm, and the end of the horizontal reinforcement should be kept a certain gap from the joint box and the concrete joint surface. In order to ensure the thickness of the protection layer, steel pads are placed on the horizontal reinforcement, with a center spacing of 3m, and no less than 2 blocks per row per surface, and the pads are made of 4mm thick flat steel.

[0061] viii)For the pre-embedded parts in the wall, such as stress meters, inclinometers, water pressure gauges and other test elements, locate them according to the requirements, protect them well and ensure the survival rate of each test element.

[0062] ix)To prevent concrete from flowing around during pouring, a stop plate is used, which is a 0.2mm thick, 1000mm wide thin iron sheet placed longitudinally on both sides of the I-beam near the reinforcement, and fixed on the I-beam with a 10mm diameter steel bar.

[0063] x)The pre-embedded parts of the impact wall require an elevation error of no more than 10mm.

[0064] xi)The longitudinal main reinforcement at the lower end of the reinforcement cage should be bent inward to prevent the reinforcement from scratching the slot wall during lifting, but the degree of inward bending should not affect the insertion of the pouring concrete guide pipe.

[0065] xii)When making the reinforcement cage, the position of the pouring concrete guide pipe should be determined in advance, as this part of the space needs to be connected up and down, so additional stirrups and connecting bars need to be added for reinforcement.

[0066] xiii)To prevent the reinforcement from being stuck in the guide pipe, the longitudinal main reinforcement should be placed on the inside and the horizontal reinforcement on the outside.

[0067] xiv)The net protection layer of the main reinforcement of the reinforcement cage is 70mm, and the end of the horizontal reinforcement should be kept a certain gap from the joint box and the concrete joint surface. In order to ensure the thickness of the protection layer, steel pads are placed on the horizontal reinforcement, with a center spacing of 3m, and no less than 2 blocks per row per surface, and the pads are made of 4mm thick flat steel.

[0068] xv)For the pre-embedded parts in the impact wall, such as stress meters, inclinometers, water pressure gauges and other test elements, locate them according to the requirements, and cooperate with relevant units to protect them well and ensure the survival rate of each test element.

[0069] xvi)To prevent concrete from flowing around during pouring, a stop plate is used, which is a 0.2mm thick, 1000mm wide thin iron sheet placed longitudinally on both sides of the I-beam near the reinforcement, and fixed on the I-beam with a 10mm diameter steel bar.

[0070] 2)Ground hardening and guide wall construction

[0071] The guide wall is an important measure for guiding the trenching equipment, and its quality directly affects the axis and elevation of the anti-scour wall. The guide wall is also an important measure for storing mud stable liquid level, maintaining the stability of the upper soil body, and preventing the soil body from collapsing.

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

[0073] The guide wall can be numbered: after the construction of the guide wall is completed, draw the division line on the top surface of the guide wall, and mark the number of the unit slot segment with red paint; at the same time, measure the elevation of each wall top and mark it on the construction drawing for reference.

[0074] 3) Trenching construction

[0075] In order to determine the construction technology and process parameters such as mud ratio of the anti-scour wall, the stratum should be carefully studied when the anti-scour wall starts construction, and the construction parameters such as the verticality of the slot segment, the thickness of the sediment, and the stability of the slot wall should be detected in detail after the trenching, so as to adjust and guide the subsequent anti-scour wall construction through these data.

[0076] i) Mud preparation

[0077] Mud is one of the most fundamental measures to ensure the stability of the anti-scour wall slot wall. According to the geological conditions, bentonite mud can be used, which is composed of bentonite and water.

[0078] ii) Construction of mud system

[0079] During the use of mud, the quality may deteriorate, and new mud or external agents need to be added for treatment. If the treated mud does not meet the standard, it must be discarded. Because the mud in the mud pool will produce sediment for a long time, each mud pool is equipped with a self-circulation device.

[0080] The performance of the mud should meet the requirements. In one example, bentonite and tap water can be used as the main raw materials for stirring.

[0081] Before use, the wall protection mud should be tested in the laboratory for performance, and the mud index should be adjusted in time according to the monitoring data during construction. If the slot wall soil body cannot be stabilized, the mud index should be adjusted.

[0082] iii) Mud storage

[0083] According to the actual situation on site, mud pools can be set up for mud storage, the number of mud pools should be determined according to the actual needs, and the capacity of the mud pool should be able to meet the mud consumption during the trenching construction.

[0084] iv) Mud circulation

[0085] The separation and transport during the circulation process is performed using a mud separator and a mud pump, and the transport pipeline can be mainly a hose.

[0086] v) Separation and purification of the mud

[0087] After the mud is used for one cycle, the mud is desanded using a mud purification device, and new mud is added to adjust the bentonite mud, so as to improve the reusability of the mud. The method for improving the technical index of the mud is to add barite powder, caustic soda, and sodium soil to the purified mud, so that the purified mud basically restores the original wall protection performance.

[0088] vi) Mud treatment

[0089] During the construction of the anti-scouring wall, due to site restrictions, the on-site mud storage truck needs to be transported out of the mud at any time. For the deteriorated mud stored in the waste mud pool, a closed mud tank truck is used to transport it to the designated place; as the anti-scouring wall construction progresses, the mud required for the anti-scouring wall trench construction is completely transported out.

[0090] vii) Mud construction management

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

[0092] viii) Trench construction

[0093] Before the trench construction, mud is first injected into the guide wall, and the hydraulic grab bucket is positioned in the trench section to be constructed. When the grab bucket is fully opened, the teeth of the grab bucket are aligned with the edge line of the trench section, and the grab bucket is directly grabbed to the bottom of the trench. During the trench construction, in order to control the influence on adjacent structures and pipelines and the stability of the trench wall, interval construction is adopted between the unit trench sections, and the construction sequence of the unit trench sections is first the two sides and then the middle (standard trench section). While the trench is excavated, mud is timely supplemented into the trench. After the trench is excavated to the design elevation, the machine is moved to the bottom cleaning work. The excavated spoil is timely transported to the designated spoil site using a sealed trench truck or a loader.

[0094] During the trench section construction, attention should be paid to controlling the verticality, the position of the grab bucket is controlled through the guide trench, and the inclination of the grab bucket is timely adjusted according to the computer of the hydraulic trenching machine.

[0095] A T-shaped unit trench section is used to divide an H-shaped wall unit into two T-shaped unit trench sections (see Figure 2 Example).

[0096] A skip interval construction sequence is adopted. For example, in Figure 2In the example, for any two adjacent unit groove sections, the groove section marked S1 is constructed first, and then the groove section marked S2 is constructed.

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

[0098] 4) Wall brushing and hole cleaning

[0099] After the groove is formed to the design elevation, the mud in the groove is cleaned and replaced. The groove cleaning is performed after the groove section is excavated and is left to stand for 30-60 minutes. The groove cleaning machine is used to remove the mud and sand at the bottom of the groove. The cleaning depth is not less than the groove depth, and the mud is replaced. After the hole is cleaned, the mud meets the design requirements, that is, the thickness of the sediment is less than or equal to 100 mm. One hour after the replacement of the mud in the unit groove section, the mud density at the bottom of the groove is less than or equal to 1.15 g / cm 3 If the time for lowering the steel bars is more than 4 hours, the thickness of the sediment needs to be detected. If the design requirements are not met, secondary groove cleaning needs to be performed by using the pumping method or the air lifting method.

[0100] The air lifting reverse circulation process can be used for the secondary hole cleaning and mud replacement. After the hole is formed, the drilling machine is removed, and the hole cleaning device is installed. The Ф200 mm steel pipe is used for the residue outlet pipe, which is connected by using the flange. The Ф50 mm high-pressure rubber pipe is used for the air pipe, which is fastened by using the lead wire. The mixer is lowered to a suitable distance from the bottom of the hole. The air compressor is started. The residue is discharged from the residue outlet. Attention needs to be paid to the residue outlet so as to prevent people from being injured. Alternatively, the residue outlet pipe is connected with the cyclone sand remover to directly purify the cleaned residue slurry. The air pressure of the air compressor is controlled to be 0.5 Mpa, and the air volume is controlled to be 7 m 3 / min. After the mud and sediment in the hole meet the requirements of the specification, the process is ended, and the next process can be performed. The insufficient mud in the groove is supplemented by the mud in the storage pool.

[0101] The wall brushing device can be used to enter the groove to brush the mud on the upper and lower joint parts of the I-shaped steel of the groove section until there is no mud on the steel brush. After the hole is cleaned, the thickness of the sediment on the base meets the requirements.

[0102] 5) T-shaped steel bar cage and row insertion joint hoisting

[0103] In order to ensure that the steel bar cage has a certain rigidity and prevent deformation during hoisting, two reverse U-shaped reinforcing bars can be arranged at the hoisting points. One hoisting point and one fork lever point are arranged. The two ends of the reinforcing bars should be firmly welded with the longitudinal bars.

[0104] The steel bar cage is hoisted as a whole. When the steel bar cage is processed, the hoisting point position is set according to the weight and size of the steel bar cage and the hoisting method. The hoisting is strictly performed according to the contents of the hoisting scheme to ensure safety during hoisting.

[0105] The reinforcement cage is placed into the groove by using a main hoist / crane (for example, a 100-ton crawler crane) and a secondary hoist (for example, a 60-ton crawler crane). After the main and secondary cranes vertically lift the reinforcement cage off the ground, the secondary hook is removed, the reinforcement cage is aligned with the groove section, and is slowly lowered into the groove wall. When the reinforcement cage reaches the top surface of the guide wall, a steel pole is passed through the top of the reinforcement cage and is placed on the top surface of the guide wall. The main hook is transferred to the lifting bar, the reinforcement cage is lifted, and is lowered to the design elevation. Finally, the steel pole is used to support the reinforcement cage and is placed on the top surface of the guide wall.

[0106] If it is the first groove section, the row joint should be simultaneously hoisted and placed.

[0107] If it is a closed groove section, the row joint should be first pulled out.

[0108] When the reinforcement cage enters the groove, the center of the hoisting point must be aligned with the center of the groove section. Attention should be paid to not causing the lifting arm to swing or other influences to cause the reinforcement cage to swing laterally, so as to avoid causing the lateral wall to collapse.

[0109] After the reinforcement cage is placed into the groove, the top end elevation is checked to see if it meets the design requirements, and then the reinforcement cage is fixed to the guide wall.

[0110] If the reinforcement cage cannot be smoothly inserted into the groove, it should be hoisted out again. After the cause is found and the problem is solved, it is hoisted and placed again, and if necessary, the groove is repaired. The reinforcement cage should not be forcibly inserted into the foundation groove as a free-falling body, otherwise it will cause the reinforcement cage to deform or the groove wall to collapse, resulting in a large amount of sediment at the bottom of the groove.

[0111] For the first groove section, after the reinforcement cage and the row joint are hoisted and placed, the joint box is hoisted and placed on the other side of the row joint, the joint pipe is hoisted and placed outside the concave end of the main reinforcement cage, and gravel is backfilled into the gap between the joint box and the joint pipe to avoid / block the lateral pressure generated during concrete pouring from moving the joint box, the joint pipe, or the reinforcement cage. The particle size of the gravel can be 10-15 cm.

[0112] For the closed groove section, after the reinforcement cage is hoisted and placed, the joint pipe is hoisted and placed outside the concave end of the main reinforcement cage, and gravel is backfilled into the gap between the joint pipe and the groove to avoid / block the lateral pressure generated during concrete pouring from moving the joint box, the joint pipe, or the reinforcement cage. The particle size of the gravel can be 10-15 cm.

[0113] In one example, the 6m first open amplitude (double I-beam) reinforcement cage weighs 9.5t, multiple lifting points are set, the first one is set at the top of the reinforcement cage 1.5m downward, 2 lifting points are set above and below, and the main hoist is responsible for lifting; the second one is set 8m downward from the first one, 2 lifting points are set on the upper layer, the third one is set 3.0m downward from the second one, 2 lifting points are set on the upper part, the fourth one is set 8m downward from the third one, 2 lifting points are set on the upper part, the fifth one is set 5.0m downward from the fourth one, 2 lifting points are set on the upper part, and the fourth and fifth ones are responsible for lifting by the vice hoist.

[0114] In one example, the first main lifting ring position sets a " ] " shaped support bar, a total of 4 are welded with the longitudinal main reinforcement. The main lifting ring adopts a "U" shaped reinforcement cage, each lifting point and lifting ring adopts a Φ25 round steel, which is welded between the two main reinforcements, the welding length is not less than 10d on one side or 5d on both sides, the welding is full and free of cracks, the bending shape is regular, the elevations of the same row of lifting rings are basically the same, and there should be no large differences. The second to fourth main lifting rings adopt Φ25 round steel hot bending into a " few " shape, and are double-sided welded at the intersection of the two main reinforcements and the distribution reinforcement at the main lifting ring position. The lifting ring and the truss reinforcement are fully welded, the welding length should not be less than 10d, the effective thickness of the welding should not be less than 0.3 times the diameter of the main reinforcement, and the welding width should not be less than 0.8 times the diameter of the main reinforcement. The intersection position of the horizontal distribution reinforcement within 1m above and below the lifting point should be double-sided spot welded. The main reinforcement is spot welded on both sides of the transverse truss reinforcement.

[0115] Butt joint of T-shaped reinforcement cage: two T-shaped reinforcement cages corresponding to the two sides of the I-shaped wall are respectively called reinforcement cage A and reinforcement cage B. First, excavate unit slot section A (which can be called first opening slot section) of reinforcement cage A, hoist and place reinforcement cage A and row insertion joint together to the set position in unit slot section A. The slot length corresponding to the tie wall in unit slot section A should adapt to the placement of reinforcement cage A (row insertion reinforcement cage of reinforcement cage A) and row insertion joint. Insert the row insertion end of reinforcement cage A into the corresponding side socket of row insertion joint, hoist and place joint box to the other side of row insertion joint, insert it into the other side socket of row insertion joint, fill the gap on the outer side (far from the other side of row insertion reinforcement cage of reinforcement cage A), then implement concrete pouring of slot section A. After pouring is completed, excavate unit slot section B (which can be called closed slot section) of reinforcement cage B, pull out joint box, hoist and place reinforcement cage B into slot section B, insert the row insertion end of reinforcement cage B into the corresponding side socket of row insertion joint, thereby realizing the connection of row insertion reinforcement cages of reinforcement cage A and reinforcement cage B through row insertion joint, forming the built-in reinforcement of tie wall. After setting joint pipe and backfilling the gap, implement concrete pouring of slot section B, and complete the construction of I-shaped wall body.

[0116] 6) Place the guide pipe

[0117] i) The conduit adopts 200mm-350mm steel pipe, and the joints between the sections of the conduit are connected by threads, and rubber gaskets should be added for sealing. When the pipe sections are spliced, the joints should be sealed and firm, and the conduit should be tested before use. The test pressure should be 0.6-1.0MPa. Prevent water leakage during concrete pouring.

[0118] ii) The connected conduit must be tested for air tightness before use, and the test pressure should not be less than 1.3 times the pressure of the mud density in the hole depth.

[0119] iii) The horizontal spacing of the conduit is not more than 3m, and the distance from the two ends of the groove section is not more than 1.5m. The bottom of the conduit is 30-50cm from the bottom of the hole, and the top is fixed on the guide wall with pouring frame. The conduit is higher than the top of the crown beam by not less than 0.5m. After the installation of the conduit, check the specific gravity and viscosity of the mud in the groove, and the thickness of the sediment at the bottom of the wall. If it exceeds the standard, use the gap of the conduit and steel cage for secondary bottom cleaning. The conduit is arranged in three planes, two along the river axis, and one T-shaped head.

[0120] iv) Not less than 6 acoustic pipes should be arranged before pouring concrete in each groove section, with a spacing of not more than 1.5m, of which 1 is arranged at the T-shaped head. The wall thickness of the acoustic pipe is not less than 1mm, and the diameter of the steel pipe is 50mm. The acoustic pipe should be 100mm higher than the concrete.

[0121] 7) Concrete pouring

[0122] i) The concrete pouring should start within 4 hours after the bottom cleaning and mud replacement. First, pour the anti-impact wall concrete, and then pour the tie wall concrete when the concrete level reaches the tie wall position.

[0123] ii) Commercial concrete is used, and the mix ratio should meet the design requirements, with a slump of 20cm±2cm. Transportation is carried out by mixing and conveying vehicles. According to the design requirements, the concrete indicators meet the design and specification requirements.

[0124] iii) Before pouring the concrete in the groove, carefully prepare the pouring scheme, and reasonably match the conduit according to the specific depth of the groove and the length of the groove. The pouring length of the groove section in this project is 6.0m, and 3 sets of conduits are configured. Before pouring the concrete, the pouring well frame must be erected firmly, the conduit is placed in the clamping groove of the center hole of the pouring well frame, and the top end of the conduit is placed in the storage hopper.

[0125] iv) The concrete is poured directly into the concrete conduit from the concrete mixing delivery truck. A ball bladder is placed in the conduit and poured in with the concrete. The first pouring of concrete 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 continuous and the top surfaces of the left and right concrete should be substantially flat, with a height difference of not more than 50cm between any two points. The pouring depth is measured in time with a measuring rope and the rising speed of the concrete and the pouring amount are calculated. The conduit is lifted in time with the pouring and the pouring is completed when the conduit is pulled out after the pouring is completed to 50cm above the design top surface.

[0126] v) During the concrete pouring process, the rising speed of the concrete surface is controlled at 3m / h~5m / h; the insertion depth of the conduit lower end into the concrete should be controlled at 2~6m and should not be too deep or too shallow. If the insertion depth is too deep, the influence range of the concrete extrusion is large and the concrete in the deep part is dense and has high strength. However, the lower part is easy to deposit too much coarse aggregate and the surface layer of the concrete is easy to accumulate too much mortar. If the conduit is inserted too shallowly, the concrete is pushed and moved in a pushing manner and the mud is easy to mix into the concrete and affect the strength of the concrete. Therefore, the buried depth of the conduit into the concrete should not be less than 2m and should not be more than 6m.

[0127] vi) When the concrete is poured to the vicinity of the top of the anti-scour wall and the concrete in the conduit is not easy to flow out, the pouring speed is appropriately reduced. If the concrete is not easy to pour again, the conduit can be moved up and down, but the height of the up and down movement of the conduit should not be more than 30cm.

[0128] vii) During the pouring process, the conduit should not be moved horizontally, otherwise the sediment or mud is easy to mix into the concrete.

[0129] viii) The concrete should be continuously poured and cannot be interrupted for a long time. The interruption is generally allowed for 5~10min and the longest interruption is allowed for 20~30min to ensure the uniformity of the concrete. The pouring should be completed within 1.5h after the concrete is mixed in the construction.

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

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

[0132] xi) When the concrete starts to be poured, especially when the concrete just buries the steel reinforcement cage, the speed should be slow and the measures should be taken to prevent the steel reinforcement cage from floating up if necessary.

[0133] xii) Pouring construction sequence / steps: erecting concrete pouring tower - arranging guide pipes (length and spacing) - setting guide pipe frame - laying orifice cover plate - setting guide pipe - placing storage hopper - placing ball - pouring concrete - removing guide pipe.

[0134] 8) Impact protection wall joint treatment

[0135] In any two adjacent unit groove sections, after the pouring of a groove section (for example, Figure 2 labeled S1) is completed, the soil layer within the range of 3-5m above which concrete flows should be excavated first to prevent difficult treatment after the concrete solidifies, and attention should be paid to not collide with the I-beam when grabbing.

[0136] When the impact protection wall is formed, the grab bucket must be accurately positioned to prevent misalignment. After the hole is excavated in the second groove section (for example, Figure 2 labeled S2), the wall must be brushed clean until there are no mud blocks on the steel brush, and after excavation to the design elevation, the wall bottom sediment is grabbed clean with the grab bucket to prevent mud from being trapped in the joint.

[0137] 9) Crown beam pouring

[0138] After pouring the main wall, the longitudinal reinforcement protrudes from the top of the main wall and extends into the pouring area of the crown beam.

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

[0140] The top surface of the main wall is used as the foundation (part of the foundation) for the crown beam pouring, which solidifies the crown beam with the top surface of the main wall.

[0141] The various preferred and optional technical means disclosed in the utility model can be arbitrarily combined to form several different specific embodiments, except for the specific description and the further limitation of one preferred or optional technical means as another technical means.

Claims

1. Double-row impact protection wall with concrete tieback panels, provided with a main wall, characterized in that The number of the main walls is two, the two main walls are parallel to each other, and a plurality of tie walls are distributed between the two main walls, the steel reinforcement cages in the main walls and the tie walls adopt T-shaped steel reinforcement cages, the T-shaped steel reinforcement cage comprises a main steel reinforcement cage located in one of the main walls and a row-inserted steel reinforcement cage located in the tie wall, the row-inserted steel reinforcement cages of two T-shaped steel reinforcement cages located in the same tie wall are connected through a row-inserted joint to jointly form the steel reinforcement in the tie wall, the row-inserted joint comprises an I-beam, the I-beam is vertically arranged, the two flange plates of the I-beam 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, the insertion part is inserted between the two flange plates of the I-beam 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 walls is provided with a uniform crown beam, the bottom of each side of the crown beam is fixed to the top surface of the corresponding main wall on the side, the longitudinal reinforcement of the main wall extends out of the crown beam and is fixed in the concrete of the crown beam.

2. The double-row impact-reducing wall provided with concrete tieback panels according to claim 1, characterized in that The inner end of the steel mesh sheet is welded to the outer side of the corresponding I-beam flange plate.

3. The double-row impact-reducing wall provided with concrete tieback panels according to claim 1, characterized in that The steel mesh sheet is provided with a plurality of horizontal reinforcement bars distributed in the upper and lower directions, and is provided with or not provided with longitudinal reinforcement bars intersecting and connecting with the horizontal reinforcement bars to form a mesh structure.

4. The double-row impact-reducing wall provided with the concrete tieback slab according to claim 3, characterized in that The specifications and intervals of the horizontal reinforcement bars on the steel mesh sheet are consistent with the specifications and intervals of the horizontal reinforcement bars on the row-inserted steel reinforcement cage of the T-shaped steel reinforcement cage.

5. The double-row riprap wall provided with a concrete tieback according to claim 1, wherein The two flange plates of the I-beam are each provided with a grout stopping sheet, and the grout stopping sheet extends out from at least one side of the flange plate.

6. The double-row riprap wall provided with a concrete tieback according to claim 5, characterized in that The grout stopping sheet is a rectangular thin iron sheet.

7. The double-row impact wall provided with the concrete tieback according to any one of claims 1-6, characterized in that The main steel reinforcement cage and the row-inserted steel reinforcement cage of the T-shaped steel reinforcement cage are both rectangular cage-shaped.

8. The double-row riprap wall provided with a concrete tieback according to claim 7, characterized in that The width of the insertion part of the row-inserted steel reinforcement cage is smaller than the width of the main part of the row-inserted steel reinforcement cage.

9. The double-row riprap wall provided with a concrete tieback according to claim 7, wherein A transition section with gradually decreasing width is arranged between the main part and the insertion part of the row-inserted steel reinforcement cage.

10. The double-row riprap wall provided with a concrete tieback according to any one of claims 1 to 6, characterized in that Adjacent main steel reinforcement cages in the same main wall are connected through adjacent concave end portions and convex end portions.

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