Construction method of bell and spigot joint of underground diaphragm wall

Abstract

The invention relates to the technical field of constructional engineering, and discloses a construction method of a socket joint of an underground diaphragm wall, which comprises the following steps of: 1, reinforcing the groove wall of the underground diaphragm wall; step 2, performing first scutching and grooving on the underground diaphragm wall; thirdly, a reinforcement cage with a first-scutching female connector is manufactured, and the geotechnical cloth is fixed to a water stop steel plate of the connector through screws and nuts; fourthly, the reinforcement cage with the first-scutching female connector and the connector box are put down; step 5, pulling out the joint box after the final setting of the concrete after the first scutching pouring, and washing the continuous wall joint; step 6, alternately constructing the first open width groove section and the closed width groove section; according to the construction method, the water stop performance, the stress performance and the turbulent flow prevention capacity in the construction of the joint of the underground diaphragm wall can be improved, and the deformation and the waterproof capacity of a foundation pit supporting system can be more effectively controlled.

Description

Technical Field

[0001] The present invention relates to the technical field of construction engineering, and more specifically, to a construction method for a socket joint of a diaphragm wall. Background Art

[0002] With the rapid development of underground engineering construction, the shallow space in the city is gradually saturated, the development of deep space is increasing day by day, the excavation depth of the foundation pit is getting deeper and deeper, and the requirements for environmental protection around are also getting higher and higher. As a retaining structure, the diaphragm wall has little impact on surrounding buildings, weak construction vibration, and low noise, and is increasingly used in large deep foundation pit projects such as subways, real estate, and bridge piers.

[0003] The joint of the diaphragm wall, as a weak link of the diaphragm wall, directly affects the deformation and anti-seepage effect of the entire diaphragm wall, and further affects the safety of the entire foundation pit and the surrounding environment. Summary of the Invention

[0004] In order to overcome the deficiencies of the prior art, the present invention provides a construction method for a socket joint of a diaphragm wall, which has the advantage of more precise operation.

[0005] To achieve the above object, the present invention provides the following technical solution: A construction method for a socket joint of a diaphragm wall, including the following steps:

[0006] Step 1: Construction of the diaphragm wall trench wall reinforcement;

[0007] Step 2: Grooving the first opening section of the diaphragm wall;

[0008] Step 3: Fabricating a steel reinforcement cage with a female joint for the first opening section, wherein geotextile is fixed by screws and nuts at the joint water stop steel plate;

[0009] Step 4: Lowering the steel reinforcement cage with a female joint for the first opening section and the joint box;

[0010] Step 5: Pulling out the joint box after the concrete in the first opening section has set, and washing the joint of the diaphragm wall;

[0011] Step 6: Alternately constructing the first opening section and the closing section of the diaphragm wall.

[0012] As a preferred technical solution of the present invention, in the step 4, a closing section joint is provided in a supporting manner for the first opening section joint, and the first opening section joint and the closing section joint together form a socket joint; the overlapping method of the first opening section joint and the closing section joint is steel bar overlapping; the joint box is placed at the steel bar joint during the concrete pouring of the diaphragm wall.

[0013] As a preferred technical solution of the present invention, a waterstop steel plate is welded to the first opening joint, the waterstop steel plate is connected to the geotextile by bolts, and the geotextile covers the outside of the entire diaphragm wall groove section.

[0014] As a preferred technical solution of the present invention, in step five, the steel reinforcement cage with a closed joint and the corresponding joint box are placed simultaneously, and concrete is poured, and the joint box is pulled out after the concrete has finally set.

[0015] Compared with the prior art, the beneficial effects of the present invention are as follows: The construction of the present invention can improve the waterstop performance, mechanical performance, and anti-turbulence ability during construction at the joint of the diaphragm wall, and can more effectively control the deformation and waterproof ability of the foundation pit support system; it can be applied to deep foundation pit projects with deeper excavation depths and high waterstop requirements, and the joints used have the advantages of simple construction, good anti-turbulence performance, and good waterproof performance. BRIEF DESCRIPTION OF THE DRAWINGS

[0016] Figure 1 It is a schematic structural diagram of the present invention. DETAILED DESCRIPTION OF THE EMBODIMENTS

[0017] Next, the technical solutions in the embodiments of the present invention will be clearly and completely described in conjunction with the accompanying drawings in the embodiments of the present invention. Obviously, the described embodiments are only a part of the embodiments of the present invention, rather than all the embodiments. Based on the embodiments of the present invention, all other embodiments obtained by those of ordinary skill in the art without creative efforts shall fall within the protection scope of the present invention.

[0018] As Figure 1 shown, the present invention provides a construction method for a socket and spigot joint of a diaphragm wall, including the following steps:

[0019] Step 1: Construction of the diaphragm wall groove wall reinforcement;

[0020] Step 2: Grooving of the first opening of the diaphragm wall;

[0021] Step 3: Fabricating a steel reinforcement cage with a female joint for the first opening, and fixing the geotextile with screws and nuts at the joint waterstop steel plate;

[0022] Step 4: Lowering the steel reinforcement cage with a female joint for the first opening and the joint box;

[0023] Step 5: Pulling out the joint box after the concrete in the first opening has finally set, and washing the diaphragm wall joint;

[0024] Step 6: Alternately constructing the first opening and the closed joint groove sections.

[0025] Among them, in Step 4, a closed-width joint is provided in a supporting manner for the first-opening-width joint. The first-opening-width joint and the closed-width joint together form a socket joint; the overlapping manner of the first-opening-width joint and the closed-width joint is lap joint of steel bars; the joint box is placed at the steel bar joint during the casting of the diaphragm wall concrete.

[0026] Among them, a water-stop steel plate is welded to the first-opening-width joint. The water-stop steel plate is connected to the geotextile by bolts, and the geotextile covers the outside of the entire diaphragm wall trench section.

[0027] Among them, in Step 5, a steel reinforcement cage with a closed-width joint and the corresponding joint box are placed simultaneously, and then concrete is poured. The joint box is pulled out after the concrete has finally set.

[0028] The working principle and usage process of the present invention:

[0029] The socket joint used in the construction method is the lap joint of the first-opening-width joint and the closed-width joint, and the overlapping manner is lap joint of steel bars; the water-stop steel plate is welded at the first-opening-width joint and is connected to the geotextile by bolts; the geotextile covers the outside of the entire diaphragm wall trench section; the joint box is placed at the steel bar joint during the casting of the diaphragm wall concrete to prevent the steel bars from sticking to the concrete. In Step 4, a steel reinforcement cage with a closed-width joint and the corresponding joint box are placed simultaneously, and then concrete is poured. The joint box is pulled out after the concrete has finally set. By this construction method, the water-stop performance, mechanical performance, and anti-turbulent flow ability during construction at the joint of the diaphragm wall can be improved, and the deformation and waterproof ability of the foundation pit support system can be more effectively controlled.

[0030] It should be noted that in this article, relational terms such as first and second are only used to distinguish one entity or operation from another entity or operation, and do not necessarily require or imply any actual relationship or sequence between these entities or operations. Moreover, the terms "include", "comprise" or any other variant thereof are intended to cover non-exclusive inclusion, so that a process, method, article or device including a series of elements not only includes those elements, but also includes other elements not expressly listed, or also includes elements inherent to such process, method, article or device.

[0031] Although the embodiments of the present invention have been shown and described, those of ordinary skill in the art can understand that various changes, modifications, substitutions and variations can be made to these embodiments without departing from the principle and spirit of the present invention. The scope of the present invention is defined by the appended claims and their equivalents.

Claims

1. A construction method for an underground continuous wall socket joint, characterized in that: The steps include: Step 1: Underground continuous wall trench wall reinforcement construction; Step 2: First open the slot of underground continuous wall; Step 3: Make a steel cage with a first-width female joint, where the geotextile is fixed with screws and nuts at the joint water-stop steel plate; Step 4: Lower the steel cage and joint box with the first open female joint; Step 5: After the first opening is poured and the concrete is finally set, pull out the joint box and clean the continuous wall joint; Step 6: Alternately construct the first open width and closed width sections.

2. The construction method of an underground continuous wall socket joint according to claim 1, characterized in that: In the step 4, the first open width joint is equipped with a closed width joint, and the first open width joint and the closed width joint together constitute a socket joint; the lap joint method of the first open width joint and the closed width joint is steel bar lap joint; the joint box is placed at the steel bar joint when pouring concrete for the underground continuous wall.

3. The construction method of an underground continuous wall socket joint according to claim 1, characterized in that: The first open width joint is welded with a water-stop steel plate, the water-stop steel plate is connected to the geotextile by bolts, and the geotextile covers the outside of the entire underground continuous wall groove section.

4. The construction method of an underground continuous wall socket joint according to claim 1, characterized in that: In the step 5, a steel cage with a closed width joint and a corresponding joint box are placed at the same time, and concrete is poured. After the concrete is finally set, the joint box is pulled out.

Images