Section steel retaining wall node for foundation pit supporting and grounding

Abstract

The utility model relates to a foundation pit supporting and grounding profile steel retaining wall node which comprises a diaphragm wall, a top beam and a soil facing side guide wall and further comprises profile steel, the top beam is arranged on the upper surface of the diaphragm wall, the lower end of the profile steel extends into the top beam, the soil facing side guide wall is arranged on one side of the upper surface of the top beam, and the lower end of the profile steel extends into the top beam. The part, exposed out of the top beam, of the profile steel is fixedly connected with the soil-facing side guide wall, and the soil-facing side guide wall is anchored to the top beam through the profile steel so that the soil-facing side guide wall can resist the horizontal pressure of a soil body on the soil-facing side. The construction process of the retaining wall can be simplified, the engineering cost is reduced, the requirement of field power distribution operation in a complex environment can be met, and the construction difficulty is reduced.

Description

Technical Field

[0001] This utility model relates to the field of building construction, specifically to a steel retaining wall node for foundation pit support and grounding. Background Technology

[0002] With the rapid development of urban underground space construction, diaphragm walls, or diaphragm walls for short, are widely used due to their advantages such as high efficiency, short construction period, and high economic benefits. In deep foundation pit projects adjacent to subways in urban centers, diaphragm walls are commonly used as support and water-stopping structures. Since the capping beam of the diaphragm wall is usually about two meters lower than the natural ground level, temporary support is required for the part above the capping beam. Currently, the commonly used support methods are cast-in-place reinforced concrete retaining walls and brick retaining wall structures. The construction of the entire retaining wall node is as follows: first, a guide wall is constructed; after the guide wall is completed, the diaphragm wall is constructed; after the diaphragm wall is completed, the guide wall on the pit side is removed, and then the capping beam is constructed. The construction of the guide wall on the pit side is to facilitate the construction of the capping beam; after the capping beam is completed, the guide wall on the soil-facing side is removed, and then excavation and slope are carried out; then the concrete retaining wall is constructed, and backfilling is carried out after the concrete retaining wall is completed. It can be seen that the construction of the entire retaining wall node in the existing technology has the following problems:

[0003] 1) The construction process for retaining walls is complex. The demolition, excavation, slope setting, concrete retaining wall pouring, and backfilling of the guide wall on the soil-facing side increase the workload and extend the construction period. The reason for demolishing the guide wall before pouring the concrete retaining wall is that the guide wall's function is to position the diaphragm wall. The guide wall itself lacks anchoring points and has insufficient shear strength to resist the horizontal pressure from the soil outside the foundation pit. Therefore, after the capping beam construction is completed, the guide wall needs to be demolished and the concrete retaining wall poured on-site. Because the concrete retaining wall is anchored to the capping beam, it can resist the horizontal pressure from the outer soil layer of the foundation pit. The reason for needing a concrete retaining wall to resist the pressure from the soil outside the foundation pit is to ensure the stability and construction safety of the foundation pit during excavation and foundation construction, preventing displacement of the soil outside the pit and resulting changes in the stress of the surrounding soil.

[0004] 2) Increased construction costs for retaining walls. The cost of on-site cast-in-place concrete retaining walls is high, with each meter of steel reinforcement, concrete, and formwork costing approximately 15,000 yuan. Furthermore, these walls cannot be reused, resulting in significant resource waste. The transportation and disposal costs of construction waste during the subsequent demolition of the concrete retaining walls also increase. The reason for the later demolition of the concrete retaining walls is that their function is to resist the horizontal pressure of the soil outside the foundation pit, ensuring the stability of the pit and construction safety. If the concrete retaining walls are not demolished after the foundation construction is completed, it may adversely affect the subsequent use of underground space and the surrounding environment. For example, it may hinder the construction of underground structures such as basements.

[0005] 3) The construction conditions for retaining walls are extremely demanding. Retaining wall construction typically requires 1:1 excavation and slope protection, making it unsuitable for construction near deep subway pits. This is because excavation and slope protection can cause soil displacement, leading to changes in soil stress around the subway tunnel. If the soil moves towards the pit, it may compress the subway tunnel, causing deformation and cracking, thus affecting the normal operation and structural safety of the subway. Furthermore, existing facilities such as buildings and roads often surround subway lines, leaving insufficient space for excavation and slope protection.

[0006] 4) In addition, a distribution box is required at the retaining wall construction site. A vertical and horizontal grounding electrode must be installed at each distribution box location. The vertical grounding electrode is 2.5m long and needs to be drilled 0.8m below ground level. If the soil is hard, the construction difficulty increases. Furthermore, the construction site is complex, with varying soil moisture content and seasonal grounding resistance coefficients. After installing the horizontal and vertical grounding electrodes, the grounding resistance may not meet the specifications. In this case, it is necessary to install additional grounding electrodes using the same method and then remeasure the grounding resistance to ensure it meets the specifications. This makes the electrical distribution work at the retaining wall construction site relatively complicated.

[0007] In view of this, the present invention provides a steel retaining wall node for foundation pit support and grounding. By combining the guide wall on the soil-facing side with the steel section to also serve as a retaining wall, it solves the technical problems of complex procedures, high costs, and harsh construction conditions in the construction of retaining walls in the prior art. Furthermore, by combining flat steel with the steel section, capping beam, and diaphragm wall to form a stable grounding system, it solves the technical problems of complex procedures and large amount of construction work in the power distribution at the construction site of retaining walls in the prior art. Utility Model Content

[0008] The present invention aims to provide a steel retaining wall node for foundation pit support and grounding, so as to solve the shortcomings of the existing technology. The technical problem to be solved by the present invention is achieved through the following technical solution.

[0009] A steel retaining wall node for foundation pit support and grounding includes a diaphragm wall, a capping beam, and a soil-facing guide wall. The improvement lies in that it further includes steel sections. The capping beam is located on the upper surface of the diaphragm wall, with the lower end of the steel section extending into the capping beam. The soil-facing guide wall is located on one side of the upper surface of the capping beam. The portion of the steel section exposed on the capping beam is fixedly connected to the soil-facing guide wall. The soil-facing guide wall is anchored to the capping beam by the steel section, thereby enabling the soil-facing guide wall to resist the horizontal pressure of the soil on the soil-facing side.

[0010] Preferably, a water-blocking platform is provided on the upper surface of the soil-facing guide wall.

[0011] Preferably, the side of the water-retaining platform facing the steel section is flush with the side of the soil-receiving guide wall facing the steel section.

[0012] Preferably, the crown beam is provided with main reinforcement bars inside.

[0013] Preferably, the main reinforcement bars are arranged circumferentially along the longitudinal section of the capping beam, and the distance between the main reinforcement bars and the outer surface of the capping beam is not less than 50mm.

[0014] Preferably, the cap beam is further provided with stirrups, which are used to tie the vertically opposite main reinforcement bars.

[0015] Preferably, the stirrups are spaced 200mm apart along the horizontal direction of the capping beam, and the diameter of the stirrups is 6mm.

[0016] Preferably, the cap beam is further provided with tie bars, which are used to tie the horizontally opposite main bars.

[0017] Preferably, the tie bars are spaced 400mm apart along the horizontal direction of the cap beam, and the diameter of the tie bars is 6mm.

[0018] Preferably, it also includes a transformer cabinet, which is connected to the steel profile via flat steel, and the flat steel and the steel profile form the horizontal grounding body and the vertical grounding body of the transformer cabinet.

[0019] In this invention, structural steel is used to provide an anchorage structure for the soil-facing guide wall on the capping beam. This allows the soil-facing guide wall, combined with the structural steel, to function as a retaining wall, forming a support structure for the foundation pit. This replaces the existing concrete retaining wall. The high strength and rigidity of the structural steel allow the soil-facing guide wall to bear the pressure of the soil outside the foundation pit, forming a stable retaining wall structure. This invention eliminates the need to demolish the existing soil-facing guide wall, as well as excavation, slope setting, concrete retaining wall pouring, and backfilling, thus simplifying the retaining wall construction process. Furthermore, the elimination of concrete retaining wall pouring and demolition reduces project costs and the costs of transporting and disposing of construction waste. The ease of cutting, welding, installing, and recycling of structural steel further reduces the amount of work and lowers project costs. Because no excavation or slope setting is required, this invention is also suitable for construction work on deep foundation pits adjacent to subway lines. By using flat steel as a horizontal grounding electrode, structural steel as a vertical grounding electrode, and diaphragm walls and capping beams as grounding carriers, an effective and stable grounding device is formed. This allows on-site power distribution operations to adapt to complex soil environments and grounding requirements in different seasons, thereby simplifying the procedures and workload of on-site power distribution operations and reducing construction difficulty.

[0020] Compared with existing technologies, this utility model can simplify the construction process of retaining walls, reduce project costs, and adapt to the requirements of on-site power distribution operations in complex environments, thus reducing construction difficulty. Attached Figure Description

[0021] Figure 1 This is a schematic diagram of the structure of this utility model;

[0022] Figure 2 This is a schematic diagram of the cross-sectional structure of the crown beam in this utility model;

[0023] The reference numerals in the attached drawings are as follows: 1. Diaphragm wall, 2. Crown beam, 3. Guide wall on the soil-facing side, 4. Steel section, 5. Water retaining platform, 6. Flat steel, 7. Transformer cabinet, 21. Main reinforcement, 22. Stirrup, 23. Tie bar. Detailed Implementation

[0024] It should be noted that, in the absence of conflict, the embodiments and features of the embodiments in this application can be combined with each other. The present invention will be described in detail below with reference to the accompanying drawings and in combination with the embodiments.

[0025] Example 1:

[0026] Refer to Figure 1 , 2 As shown, a steel retaining wall node for foundation pit support and grounding includes a diaphragm wall 1, a capping beam 2, and a soil-facing guide wall 3. The improvement is that it also includes a steel section 4. The capping beam 2 is located on the upper surface of the diaphragm wall 1, and the lower end of the steel section 4 extends into the capping beam 2. The soil-facing guide wall 3 is located on one side of the upper surface of the capping beam 2. The portion of the steel section 4 exposed on the capping beam 2 is fixedly connected to the soil-facing guide wall 3. The soil-facing guide wall 3 is anchored to the capping beam 2 by the steel section 4 so that the soil-facing guide wall 3 can resist the horizontal pressure of the soil on the soil-facing side.

[0027] Furthermore, it also includes a transformer cabinet 7, which is connected to the steel profile 4 via a flat steel 6. The flat steel 6 and the steel profile 4 form the horizontal grounding body and the vertical grounding body of the transformer cabinet 7.

[0028] In this embodiment, the steel section 4 provides a structure for anchoring the soil-facing guide wall 3 to the capping beam 2. Thus, the soil-facing guide wall 3, combined with the steel section 4, serves as a retaining wall to form the support structure for the foundation pit, replacing the concrete retaining wall in the prior art. The high strength and rigidity of the steel section 4 allow the soil-facing guide wall 3 to bear the pressure of the soil outside the foundation pit, forming a stable retaining wall structure. This embodiment eliminates the need to demolish the soil-facing guide wall as in the prior art, as well as excavation, slope setting, concrete retaining wall pouring, and backfilling, thus simplifying the retaining wall construction process. Furthermore, since there is no need for concrete retaining wall pouring or demolition, it reduces project costs and the costs of transporting and disposing of construction waste. The ease of cutting, welding, installing, and recycling of the steel section 4 further reduces the amount of work and lowers project costs. Because no excavation or slope setting is required, this embodiment is also suitable for construction work on deep foundation pits adjacent to subway lines. By using flat steel 6 as a horizontal grounding electrode, section steel 4 as a vertical grounding electrode, and ground diaphragm wall 1 and cap beam 2 as grounding carriers, an effective and stable grounding device is formed. This enables on-site power distribution operations to adapt to complex soil environments and grounding requirements in different seasons, thereby simplifying the procedures and workload of on-site power distribution operations and reducing construction difficulty.

[0029] Furthermore, a water-blocking platform 5 is provided on the upper surface of the soil-receiving guide wall 3.

[0030] Furthermore, the side of the water-blocking platform 5 facing the steel section 4 is flush with the side of the soil-receiving guide wall 3 facing the steel section 4.

[0031] In this embodiment, a water-retaining platform 5 is formed directly on the soil-facing guide wall 3, which facilitates the excavation of the foundation pit and the foundation construction in the later stage.

[0032] Example 2:

[0033] Based on Example 1, referring to Figure 2 As shown, the capping beam 2 is provided with main reinforcement 21 inside, which is arranged circumferentially along the longitudinal section of the capping beam 2, and the distance between the main reinforcement 21 and the outer surface of the capping beam 2 is not less than 50mm; the capping beam 2 is also provided with stirrups 22 inside, which are used to tie the vertically opposite main reinforcement 21; the stirrups 22 are spaced 200mm apart along the horizontal direction of the capping beam 2, and the diameter of the stirrups 22 is 6mm; the capping beam 2 is also provided with tie bars 23 inside, which are used to tie the horizontally opposite main reinforcement 21; the tie bars 23 are spaced 400mm apart along the horizontal direction of the capping beam 2, and the diameter of the tie bars 23 is 6mm.

[0034] This embodiment provides a preferred method for the capping beam, which can ensure the forming and structural stability of the capping beam 2 through the main reinforcement 21, stirrups 22 and tie bars 23.

[0035] It should be noted that the above detailed descriptions are exemplary and intended to provide further explanation of this application. Unless otherwise specified, all technical and scientific terms used herein have the same meaning as commonly understood by one of ordinary skill in the art to which this application pertains.

[0036] It should be noted that the terminology used herein is for the purpose of describing particular embodiments only and is not intended to limit the exemplary embodiments described in this application. As used herein, the singular form is intended to include the plural form as well, unless the context clearly indicates otherwise. Furthermore, it should be understood that when the terms "comprising" and / or "including" are used in this specification, they indicate the presence of features, steps, operations, devices, components, and / or combinations thereof.

[0037] It should be noted that the terms "first," "second," etc., used in the specification, claims, and accompanying drawings of this application are used to distinguish similar objects and are not necessarily used to describe a specific order or sequence. It should be understood that such terms can be used interchangeably where appropriate so that the embodiments of this application described herein can be implemented in sequences other than those illustrated or described herein.

[0038] Furthermore, the terms “comprising” and “having”, and any variations thereof, are intended to cover non-exclusive inclusion. For example, a process, method, system, product, or apparatus that includes a series of steps or units is not necessarily limited to those steps or units that are explicitly listed, but may include other steps or units that are not explicitly listed or that are inherent to such process, method, product, or apparatus.

[0039] For ease of description, spatial relative terms such as "above," "on top of," "on the upper surface of," "above," etc., are used herein to describe the spatial positional relationship of a device or feature as shown in the figures to other devices or features. It should be understood that spatial relative terms are intended to encompass different orientations in use or operation beyond the orientation of the device as described in the figures. For example, if the device in the figures were inverted, a device described as "above" or "on top of" other devices or structures would subsequently be positioned as "below" or "under" other devices or structures. Thus, the exemplary term "above" can include both "above" and "below." The device may also be positioned in other different ways, such as rotated 90 degrees or in other orientations, and the spatial relative descriptions used herein will be interpreted accordingly.

[0040] In the detailed description above, reference has been made to the accompanying drawings, which form part of this document. In the drawings, similar symbols typically identify similar parts unless the context otherwise indicates otherwise. The illustrated embodiments described in the detailed specification, drawings, and claims are not intended to be limiting. Other embodiments may be used and other changes may be made without departing from the spirit or scope of the subject matter presented herein.

[0041] The above description is merely a preferred embodiment of this utility model and is not intended to limit the utility model. Various modifications and variations can be made to this utility model by those skilled in the art. Any modifications, equivalent substitutions, improvements, etc., made within the spirit and principles of this utility model should be included within the protection scope of this utility model.

Claims

1. A steel retaining wall node for foundation pit support and grounding, comprising a diaphragm wall (1), a capping beam (2), and a guide wall on the soil-facing side (3), characterized in that: It also includes a steel section (4), the capping beam (2) is located on the upper surface of the diaphragm wall (1), the lower end of the steel section (4) extends into the capping beam (2), the soil-facing guide wall (3) is located on one side of the upper surface of the capping beam (2), the part of the steel section (4) exposed on the capping beam (2) is fixedly connected to the soil-facing guide wall (3), and the soil-facing guide wall (3) is anchored to the capping beam (2) by the steel section (4) so ​​that the soil-facing guide wall (3) resists the horizontal pressure of the soil on the soil-facing side.

2. The steel retaining wall node for foundation pit support and grounding according to claim 1, characterized in that: A water-blocking platform (5) is provided on the upper surface of the soil-facing guide wall (3).

3. A steel retaining wall node for foundation pit support and grounding according to claim 2, characterized in that: The side of the water-blocking platform (5) facing the steel section (4) is flush with the side of the soil-receiving guide wall (3) facing the steel section (4).

4. A steel retaining wall node for foundation pit support and grounding according to claim 1, characterized in that: The cap beam (2) is provided with main reinforcement (21).

5. A steel retaining wall node for foundation pit support and grounding according to claim 4, characterized in that: The main reinforcement (21) is arranged circumferentially along the longitudinal section of the capping beam (2), and the distance between the main reinforcement (21) and the outer surface of the capping beam (2) is not less than 50mm.

6. A steel retaining wall node for foundation pit support and grounding according to claim 5, characterized in that: The cap beam (2) is also provided with stirrups (22), which are used to tie the vertically opposite main bars (21).

7. A steel retaining wall node for foundation pit support and grounding according to claim 6, characterized in that: The stirrups (22) are spaced 200mm apart along the horizontal direction of the capping beam (2), and the diameter of the stirrups (22) is 6mm.

8. A steel retaining wall node for foundation pit support and grounding according to claim 5, characterized in that: The cap beam (2) is also provided with tie bars (23), which are used to tie the horizontally opposite main bars (21).

9. A steel retaining wall node for foundation pit support and grounding according to claim 8, characterized in that: The tie bars (23) are spaced 400mm apart along the horizontal direction of the cap beam (2), and the diameter of the tie bars (23) is 6mm.

10. A steel retaining wall node for foundation pit support and grounding according to claim 1, characterized in that: It also includes a transformer cabinet (7), which is connected to the steel profile (4) via a flat steel (6). The flat steel (6) and the steel profile (4) form the horizontal grounding body and the vertical grounding body of the transformer cabinet (7).

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