An integrated backrest structure for a diaphragm wall

Abstract

The utility model provides a kind of integral backrest structure of underground continuous wall, and there is the existing structure with soilless layer cavity in underground continuous wall construction range;Including backstop subassembly, joint box and retaining wall;The top plate and bottom plate of existing structure are constructed with the slot for underground continuous wall construction, retaining wall is constructed on top plate and bottom plate, and retaining wall is set along the two side edges of slot;Backstop subassembly is arranged in the construction space of underground continuous wall, and the lower end of backstop subassembly penetrates existing structure and inserts into natural soil layer below bottom plate, backstop subassembly is supported on existing structure, and single-width ground wall construction slot section is formed between two adjacent backstop subassemblies;Joint box is arranged at the position of underground continuous wall division, and joint box is located on the side of backstop subassembly facing underground continuous wall, and joint box is connected with backstop subassembly.The utility model relates to the technical field of underground continuous wall construction, and can solve the problem that underground continuous wall needs to be backfilled before trenching when located in soilless layer cavity in prior art.

Description

Technical Field

[0001] This utility model relates to the field of underground continuous wall construction technology, and in particular to an integrated backing structure for underground continuous walls. Background Technology

[0002] The traditional construction process for diaphragm walls mainly includes: trenching, fabrication of the reinforcing cage, and concrete pouring. Traditional diaphragm wall construction requires trench excavation and guide wall construction on the existing soil layer. A trenching machine is used to excavate the soil in the trench to form the diaphragm wall section. Afterward, the fabricated reinforcing cage is hoisted into the trench, using a joint box as a backing to prevent deformation of the cage within the trench section and to prevent grout leakage during the diaphragm wall pouring process.

[0003] For trenching areas located beneath existing structures, specifically in structural cavities without soil layers, on-site trenching requires prior backfilling and compaction of the trench section before trenching operations. This process significantly increases workload and involves repetitive work, leading to low efficiency and extended construction periods. Therefore, a one-piece backing structure for diaphragm walls is needed to address the issue of requiring backfilling before trenching when diaphragm walls are located in soil-free cavities. Summary of the Invention

[0004] The purpose of this utility model is to provide an integrated backing structure for diaphragm walls, which can solve the problem in the prior art that diaphragm walls located in soil-free cavities need to be backfilled before trenching.

[0005] To achieve the above objectives, the technical solution of this utility model is as follows: An integrated backing structure for a diaphragm wall, wherein an existing structure with a soil-free cavity exists within the construction area of ​​the diaphragm wall; comprising: a backing assembly, a joint box, and a retaining wall; slots for diaphragm wall construction are constructed on the top and bottom slabs of the existing structure, and the retaining wall is constructed on the top and bottom slabs, and is set along both sides of the slots to form a construction space for the diaphragm wall; the backing assembly is set within the construction space of the diaphragm wall, and the lower end of the backing assembly penetrates the existing structure and inserts into the natural soil layer below the bottom slab, the backing assembly is supported on the existing structure, and a single-span diaphragm wall construction slot is formed between two adjacent sets of backing assemblies; the joint box is set at the segmentation position of the diaphragm wall, the joint box is located on the side of the backing assembly facing the diaphragm wall, and the joint box is connected to the backing assembly to form a cap and force transmission structure.

[0006] The backfill assembly includes a back-inserted steel plate, anchor bars, and reaction supports. The back-inserted steel plate is vertically inserted at both ends of the diaphragm wall construction trench, with the lower end of the back-inserted steel plate inserted into the natural soil layer below the bottom slab. One end of several reaction supports is connected to the side of the back-inserted steel plate away from the diaphragm wall, and the other end of several reaction supports is connected to the top and bottom slabs of the existing structure through anchor bars, so that several reaction supports are obliquely supported between the back-inserted steel plate and the top and bottom slabs of the existing structure. The joint box is set on the side of the back-inserted steel plate facing the diaphragm wall at the diaphragm wall section.

[0007] The back insert steel plate has a pin lug on the side away from the underground continuous wall and on one end of the reaction support, so that one end of the reaction support can be detachably inserted into the back insert steel plate through the lug hole on the pin.

[0008] The two sides of the back-inserted steel plate located at the sectioning position of the underground continuous wall extend to the retaining walls on both sides of the groove, and an inflatable anti-winding water-stop strip is provided in the gap between the side edge of the back-inserted steel plate and the retaining wall.

[0009] The inflatable anti-spinning waterstop strip is located on the side of the back-inserted steel plate away from the underground continuous wall. The upper end of the inflatable anti-spinning waterstop strip is higher than the top plate of the existing structure, and the lower end of the inflatable anti-spinning waterstop strip extends to the bottom plate of the existing structure.

[0010] The length direction of the retaining wall is parallel to the length direction of the underground continuous wall, and the surface direction of the back-inserted steel plate is perpendicular to the length direction of the retaining wall.

[0011] The reaction supports are arranged in pairs, with the pair of reaction supports arranged symmetrically in a figure-eight shape.

[0012] Compared with the prior art, this utility model has the following advantages: 1. This utility model, by incorporating a retaining wall, a joint box, and a backfill assembly, forms a sealing wall along the length of the diaphragm wall on the top and bottom slabs of the existing structure. This creates a closed space within the soil-free cavity of the existing structure for diaphragm wall construction. The backfill assembly, with its inserted steel plate, precisely divides this closed space into single-span diaphragm wall construction trenches of the required length for segmented diaphragm wall construction. The retaining wall, joint box, and backfill assembly can replace the traditional soil layer to provide back support for the diaphragm wall's reinforcing cage, preventing deformation and grout leakage during pouring. It eliminates the need for backfilling, compacting, and excavating the soil-free cavity, shortening the construction cycle and improving construction efficiency while ensuring construction quality.

[0013] 2. Because this utility model is equipped with an inflatable anti-winding water-stop strip, it can seal the gap between the retaining wall and the back-inserted steel plate, achieving the effect of water-stopping and seepage prevention, which is conducive to further ensuring the construction quality of the underground continuous wall.

[0014] 3. Because this utility model is equipped with a back-top component, one end of the reaction support is detachably connected to the pin lug of the back insert steel plate through a pin, and the other end of the reaction support is detachably connected to the bottom plate and top plate of the existing structure through an anchor bar. The detachable structure of the back-top component can improve construction efficiency, and the entire structure can be modularly manufactured to achieve reuse, reduce costs and increase efficiency. The structure is simple and easy to assemble and disassemble. Attached Figure Description

[0015] The above and other objects, features and advantages of this disclosure will become more apparent from the accompanying drawings, in which like reference numerals generally denote like parts.

[0016] Figure 1 This is a construction elevation view of an integrated backing structure for a continuous underground wall according to this utility model. Figure 2 This is a construction plan view of the diaphragm wall section location in an integrated backing structure for a diaphragm wall according to this utility model. Figure 3 This is an exploded view of an integrated backing structure for a continuous underground wall according to this utility model. Figure 4 This is a schematic diagram of the slot in the existing structure.

[0017] In the diagram, 1 is the back-inserted steel plate, 2 is the pin lug, 3 is the anchor bar, 4 is the reaction support, 5 is the pin, 6 is the joint box, 7 is the inflatable anti-winding waterstop strip, 8 is the retaining wall, 9 is the underground continuous wall, 10 is the existing structure, 11 is the cavity without soil layer, 12 is the top plate, 13 is the bottom plate, and 14 is the groove. Detailed Implementation

[0018] The integrated backing structure of a diaphragm wall according to this utility model will be further described in detail below with reference to the accompanying drawings and specific embodiments. The advantages and features of this utility model will become clearer from the following description and claims. It should be noted that the drawings are all in a very simplified form and use non-precise proportions, and are only used to facilitate and clarify the illustration of the embodiments of this utility model.

[0019] Please see the appendix Figure 1 To be continued Figure 4An integrated backing structure for a diaphragm wall 9 is disclosed. Within the construction area of ​​the diaphragm wall 9, there exists an existing structure 10 with a soil-free cavity 11. The integrated backing structure includes a backing component, a joint box 6, and a retaining wall 8. Grooves 14 for the construction of the diaphragm wall 9 are constructed on the top slab 12 and bottom slab 13 of the existing structure 10. The retaining wall 8 is constructed on the top slab 12 and bottom slab 13, and is positioned along both sides of the groove 14, forming the construction space for the diaphragm wall 9. The backing component is located within the construction space of the diaphragm wall 9, with its lower end penetrating the existing structure 10 and inserting into the natural soil layer below the bottom slab 13. The backing component is supported on the existing structure 10, and a single-span diaphragm wall construction trench is formed between two adjacent backing components. The joint box 6 is located at the sectioning point of the diaphragm wall 9, on the side of the backing component facing the diaphragm wall 9. The joint box 6 is connected to the backing component via a locking pipe (not shown in the figure), forming a cap and force transmission structure.

[0020] The diaphragm wall 9 can be entirely located within the existing structure 10 with the soil-free cavity 11, or partially pass through the existing structure 10 with the soil-free cavity 11. A groove 14 is opened on the bottom slab 13 and top slab 2 according to the designed thickness of the diaphragm wall 9, and retaining walls 8 are constructed along the length of the diaphragm wall 9 at both edges of the groove 14. Preferably, the retaining walls 8 can be made of reinforced concrete, forming a closed structure along the length of the diaphragm wall 9 within the soil-free cavity 11 of the existing structure 10, facilitating subsequent construction of the diaphragm wall 9.

[0021] By inserting the top-mounting assembly, the construction space of the closed diaphragm wall 9 formed between the retaining wall 8 and the slot 14 is precisely divided according to the length of the construction slot, forming diaphragm wall construction slots, which facilitates the segmented construction of the diaphragm wall 9. Furthermore, the insertion structure of the top-mounting assembly is easy to disassemble and can be reused.

[0022] The joint box 6 is used to provide back support at the sectioning points of the diaphragm wall 9. The joint box 6 is a conventional construction component for diaphragm wall construction, and its installation process will not be described in detail here. The size and location of the slot 14 are determined according to the space and location required for the construction of the diaphragm wall 9.

[0023] Please see the appendix Figure 1 To be continued Figure 3The backfill assembly includes a back-inserted steel plate 1, anchor bars 3, and reaction supports 4. The back-inserted steel plate 1 is vertically inserted at both ends of the construction trench section of the underground wall, and the lower end of the back-inserted steel plate 1 is inserted into the natural soil layer below the bottom plate 13. One end of several reaction supports 4 is connected to the side of the back-inserted steel plate 1 away from the underground continuous wall 9, and the other end of several reaction supports 4 is connected to the top plate 12 and bottom plate 13 of the existing structure 10 through anchor bars 3, so that several reaction supports 4 are obliquely supported between the back-inserted steel plate 1 and the top plate 12 and bottom plate 13 of the existing structure 10. The joint box 6 is set on the side of the back-inserted steel plate 1 facing the underground continuous wall 9 at the section position of the underground continuous wall 9.

[0024] The reaction support 4 is installed on the top slab 12 and bottom slab 13 of the existing structure 10 by anchor bars 3. It can transfer the load during the construction of the underground continuous wall 9 to the top slab 12 and bottom slab 13. The installation is reliable and easy to disassemble, and can be reused.

[0025] Preferably, the back insert steel plate 1 can be made of steel plate, the anchor bar 3 can be made of steel bar, and the reaction support 4 can be made of structural steel. The entire force transmission structure has a strong load-bearing capacity and is not easily deformed or damaged. The specifications and parameters of the steel plate, steel bar and structural steel can be adapted to the actual load requirements.

[0026] Please see the appendix Figure 3 The back insert steel plate 1, away from the underground continuous wall 9, and the reaction support 4, both have pin ears 2, so that one end of the reaction support 4 can be detachably inserted into the back insert steel plate 1 through the ear hole on the pin ear 2 via the pin 5.

[0027] The reaction support 4 is connected to the back insert steel plate 1 via the pin lug 2 and the pin 5. It is easy and quick to assemble and disassemble, which helps to improve construction efficiency and facilitates reuse.

[0028] Please see the appendix Figure 1 To be continued Figure 3 The back-inserted steel plate 1 located at the section position of the underground continuous wall 9 extends to the retaining walls 8 on both sides of the slot 14 at both sides of the back-inserted steel plate 1. An inflatable anti-winding water-stop strip 7 is provided in the gap between the side edge of the back-inserted steel plate 1 and the retaining wall 8.

[0029] Please see the appendix Figure 1 The inflatable anti-snagging waterstop strip 7 is located on the side of the back-inserted steel plate 1 away from the underground continuous wall 9. The upper end of the inflatable anti-snagging waterstop strip 7 is higher than the top plate 12 of the existing structure 10, and the lower end of the inflatable anti-snagging waterstop strip 7 extends to the bottom plate 13 of the existing structure 10.

[0030] By setting the inflatable anti-winding water-stop strip 7, the gap between the back-inserted steel plate 1 and the retaining wall 8 can be sealed, which can play a role in water stop and prevent grout leakage when pouring the underground continuous wall 9, thus helping to ensure the construction quality of the underground continuous wall 9.

[0031] Please see the appendix Figure 2 The length direction of the retaining wall 8 is parallel to the length direction of the underground continuous wall 9, and the surface direction of the back-inserted steel plate 1 is perpendicular to the length direction of the retaining wall 8.

[0032] The length of the retaining wall 8 shall not be less than the length of the diaphragm wall 9 to ensure the formation of a closed space for the construction of the diaphragm wall 9. The back-inserted steel plate 1 is inserted perpendicularly to the retaining wall 8 to ensure stress stability and reduce the gap between the back-inserted steel plate 1 and the retaining wall 8, which is beneficial to ensuring the construction quality of the diaphragm wall 9.

[0033] Please see the appendix Figure 2 The reaction supports 4 are arranged in pairs, with the pair of reaction supports 4 arranged symmetrically in a figure-eight shape.

[0034] The two symmetrically arranged reaction supports 4 can make the force transmission more stable and reliable, and the force on the back insert steel plate 1 is more uniform.

[0035] Please see the appendix Figure 1 To be continued Figure 3 The construction process of this utility model is as follows: 1. Using a grooving (hole-making) device (generally a chainsaw cutting device), grooves are cut into the bottom plate 13 and top plate 12 of the existing structure 10 to form a groove 14 for the lowering of the steel cage of the underground continuous wall 9 and the pouring of concrete.

[0036] 2. Construct reinforced concrete walls as retaining walls 8 on both sides of the groove 14 of the base slab 13 and top slab 12 of the existing structure 10. The length of the retaining wall 8 shall not be less than the length of the underground continuous wall 9, so that the retaining wall 8 is connected to the base slab 13 and top slab 12 of the existing structure 10 to form the underground wall construction groove section.

[0037] 3. Anchor bars 3 are installed on the existing structure 10 at a certain distance from the outer side of one end of the diaphragm wall construction trench. Anchor bars 3 are also installed on the existing structure 10 at a certain distance from the outer side of the diaphragm wall 9 at the other end of the first diaphragm wall construction trench. The anchor bars 3 serve as the fulcrum of the reaction support 4.

[0038] Preferably, the anchor bar 3 has a diameter of not less than 28mm.

[0039] 4. A steel section is used as a reaction support 4. One end of the reaction support 4 is connected to the pin lug 2 on the back insert steel plate 1 through the pin 5. The back insert steel plate 1 is inserted at both ends of the construction trench of the ground wall. The lower end of the back insert steel plate 1 is inserted into the natural soil layer below the bottom plate 13. The other end of the reaction support 4 is connected to the anchor bar 3, so that the reaction support 4 is obliquely supported between the back insert steel plate 1 and the existing structure 10, serving as the backing of the construction trench of the ground wall at the soilless cavity 11.

[0040] At one end of the construction trench of the diaphragm wall, the back-inserted steel plate 1 is inserted along one end of the construction trench of the diaphragm wall; at the other end of the construction trench of the diaphragm wall, that is, at the sectioning position of the underground continuous wall 9, the installation space of the joint box 6 should be left between the insertion position of the back-inserted steel plate 1 and the sectioning position of the underground continuous wall 9.

[0041] 5. Install an inflatable anti-spinning waterstop strip 7 at the gap between the side of the back-inserted steel plate 1 away from the underground continuous wall 9 and the retaining wall 8 on both sides of the earth wall construction trench section as a waterproofing measure to seal the gap between the back-inserted steel plate 1 and the earth wall construction trench section.

[0042] 6. The joint box 6 can adopt the existing technology of cross steel plate joint box, and the male head of the cross steel plate of the joint box 6 and the back insert steel plate 1 are connected by locking tube to form the end cap and force transmission structure at the split position.

[0043] 7. Place the steel cage for the diaphragm wall 9 into the trench 14, and pour the diaphragm wall 9 in the trench section of the diaphragm wall construction.

[0044] 8. Remove the back insert steel plate 1, reaction support 4 and joint box 6.

[0045] 9. Repeat steps 1 to 8 to complete the construction of all sections of the underground wall, forming a continuous and complete underground wall.

[0046] This utility model is modularly manufactured. A standard modular structure divides the enclosed construction space of the diaphragm wall 9 at the soil-free cavity 11 into single-span diaphragm wall construction trenches. Back-inserted steel plates 1, reaction supports 4, joint boxes 6, and inflatable anti-snagging water-stop strips 7 replace the traditional soil layer to provide back support for the reinforcement cage of the diaphragm wall 9. This reduces the repetitive and tedious construction process of backfilling and compacting the soil-free cavity 11 before excavating the trench, and prevents reinforcement cage deformation and grout leakage during the pouring process of the diaphragm wall 9, thereby improving construction efficiency and quality and shortening the construction cycle. Furthermore, this standard modular structure is detachable, recyclable, and reusable, thus reducing economic costs and achieving effective resource conservation.

[0047] The above description is only a description of the preferred embodiment of the present utility model and is not intended to limit the scope of the present utility model in any way. Any changes or modifications made by those skilled in the art based on the above disclosure shall fall within the protection scope of the claims.

Claims

1. An integrated backing structure for a diaphragm wall, wherein an existing structure (10) with a soil-free cavity (11) exists within the construction area of ​​the diaphragm wall (9); characterized in that, include: The structure includes a top jacking assembly, a joint box (6), and a retaining wall (8). The top slab (12) and bottom slab (13) of the existing structure (10) have slots (14) for the construction of the diaphragm wall (9). The retaining wall (8) is constructed on the top slab (12) and bottom slab (13), and the retaining wall (8) is set along the two sides of the slots (14) to form the construction space of the diaphragm wall (9). The top jacking assembly is set in the construction space of the diaphragm wall (9), and the lower end of the top jacking assembly penetrates the existing structure (10) and is inserted into the natural soil layer below the bottom slab (13). The top jacking assembly is supported on the existing structure (10), and a single-span diaphragm wall construction slot is formed between two adjacent sets of top jacking assemblies. The joint box (6) is set at the section position of the diaphragm wall (9). The joint box (6) is located on the side of the top jacking assembly facing the diaphragm wall (9). The joint box (6) is connected to the top jacking assembly to form a cap and force transmission structure.

2. The integrated backing structure of the diaphragm wall as described in claim 1, characterized in that, The backfill assembly includes a back-inserted steel plate (1), anchor bars (3), and reaction supports (4); the back-inserted steel plate (1) is vertically inserted at both ends of the construction trench of the diaphragm wall, and the lower end of the back-inserted steel plate (1) is inserted into the natural soil layer below the bottom plate (13); one end of several reaction supports (4) is connected to the side of the back-inserted steel plate (1) away from the underground continuous wall (9), and the other end of several reaction supports (4) is connected to the top plate (12) and bottom plate (13) of the existing structure (10) through anchor bars (3), so that several reaction supports (4) are obliquely supported between the back-inserted steel plate (1) and the top plate (12) and bottom plate (13) of the existing structure (10); the joint box (6) is set on the side of the back-inserted steel plate (1) facing the underground continuous wall (9) at the section position of the underground continuous wall (9).

3. The integrated backing structure of the diaphragm wall as described in claim 2, characterized in that, The back insert steel plate (1) has a pin ear (2) on the side away from the underground continuous wall (9) and on one end of the reaction support (4), so that one end of the reaction support (4) can be detachably inserted into the back insert steel plate (1) through the ear hole on the pin ear (2) via the pin (5).

4. The integrated backing structure of the diaphragm wall as described in claim 2 or 3, characterized in that, The back-inserted steel plate (1) located at the section position of the underground continuous wall (9) extends to the retaining wall (8) on both sides of the groove (14) at the two sides of the edge. An inflatable anti-winding water-stop strip (7) is provided in the gap between the side edge of the back-inserted steel plate (1) and the retaining wall (8).

5. The integrated backing structure of the diaphragm wall as described in claim 4, characterized in that, The inflatable anti-snagging waterstop strip (7) is located on the side of the back-inserted steel plate (1) away from the underground continuous wall (9). The upper end of the inflatable anti-snagging waterstop strip (7) is higher than the top plate (12) of the existing structure (10), and the lower end of the inflatable anti-snagging waterstop strip (7) extends to the bottom plate (13) of the existing structure (10).

6. The integrated backing structure of the diaphragm wall as described in claim 4, characterized in that, The length direction of the retaining wall (8) is parallel to the length direction of the underground continuous wall (9), and the surface direction of the back-inserted steel plate (1) is perpendicular to the length direction of the retaining wall (8).

7. The integrated backing structure of the diaphragm wall as described in claim 2 or 3, characterized in that, The reaction supports (4) are arranged in pairs, and the pair of reaction supports (4) are arranged symmetrically in a figure-eight shape.

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